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0103-049 (CSCS) Structural Calcs Buildings 4 & 5t B.G. STRUCTURAL ENGINEERING BRIAN GOTTLIEB - CIVIL ENGINEER - Lic. No. C33047 45-535 Via Corona Indian Wells, CA 92210 - (760) 568-3553 (760) 568-5681 Fax U VALID ONLY IF SIGNED INRED.' Prest Vuksic Architects 74-020 Alessandro, Suite C Palm Desert, Ca. 92260 -7 CITY OF LA QUINTA Job Number: 854.27 BUILDING & SAFETY DEPT APPROVED FOR CONSTRUCTION December 15, 2000 1 'DATE BY VALID ONLY IF SIGNED INRED.' Point Happy — Bldg. 4 & 5 Loads Dead Load - Tile Roof Tile 10.0 Roofing 3.0 Plywood 2.0 Trusses 3.0 Insulation 2.0 Ceiling 4.0 Miscellaneous 2.0 Total 26.0 P.S.F. Dead Load - Flat Roof Roofing 5.0 Plywood 2.0 Trusses 3.0 Insulation 2.0 Ceiling 4.0 Miscellaneous 2.0 Total 18.0 P.S.F. Live Load Roof 20.0 P.S.F. 854.27 Seismic (2.5) (.44) (1.2) (1.0) / (4.5) (1.4) W = (.21) W Wind (1.06) (1.3) (12.6) (1.0) =17.36 P.S.F. @ 15' (1.13) (1.3) (12.6) (1.0) =18.51 P.S.F. @ 20' Point Happy — Bldg. 4 & 5 854.27 Loads Dead Load - Tile Roof Tile 10.0 Roofing 3.0 Plywood 2.0 Trusses 3.0 Insulation 2.0 Ceiling 4.0 Miscellaneous 2.0 Total 26.0 P.S.F. Dead Load - Flat Roof Roofing 5.0 Plywood 2.0 Trusses 3.0 Insulation 2.0 Ceiling 4.0 Miscellaneous 2.0 Total 18.0 P.S.F. Live Load Roof 20.0 P.S.F. Seismic (2.5) (.44) (1.2) (1.0) / (4.5) (1.4) W = (.21) W Wind. (1.06) (1.3) (12.6) (1.0) =17.36 P.S.F. @ 15' (1.13) (1.3) (12.6) (1.0) =18.51 P.S.F. @ 20' jc�Khjl&Y4 B,G, STRUCTURE.. ENGINEERING . No. S 41 L � � 1 l Illllllll1 i 1' J Poi,vr �p y 6"4T `F * 5 Fl- AV, I N6, B , STRUCTUhw _ ENGINEERING N0. 1. LLJ FFFFFFFFI-1-1-1- I l• 171-1-I • - --1- - - �- _ - - - IJus--► I'TTTI 1 1 1 1 1 m PROJECT tpo>NT 1,4pPPy ITEM Z,o /1Zvs sus B.G. STRUCTURAL ENGINEERING 2¢Yll o,c- - d5� W Tj I /lfZ.. 145�0 0', SHEET NO. JOB NO. 4ts54, Z.r DATE ENGINEER `Z, 421 � � Rafter J2 TJ-BeamTM v5.55A Serial umber. 700109817 ' 11.875" TJI®/Pro T'" '150 JOIST @ 24.0" o/c BEAMUSA 1001 11/19/2000 2:25:40 PM Page 1 of 1 Build Code: 146 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0 Roof Slope: 0 1119 i2 All dimensions are'horizontal. Product Diagram is Conceptual. LOADS: CONTROL CONTROL LOCATION 421 1775 Analysis for Joist Member Supporting ROOF Application. Loads(psf): 20 Live at 125% duration; 18 Dead SUPPORTS: INPUT BEARING REACTIONS(lbs.) 1202 4706 ' WIDTH LENGTH LIVE/DEAD/TOT. PLY DEPTH DETAIL OTHER 1 2x6 Stud Wall 5.50" 5.5" 240 / 216 / 456 1 11.9" Detail R1 SB Shear Blocking 2 2x6 Stud Wall 5.50" 5.5" 2401216 / 456 1 11.9" Detail R1 SB Shear Blocking - See TJ SPECIFIER'S / BUILDER'S GUIDES for detail(s): R1. - CAUTION: Required bearing length(s) exceed the minimum shown in the TJ Builder's guide for single family residential applications. Limits: End supports, 3.5". Intermediate supports, 3.5" with web stiffeners and 5.25" without web stiffeners. DESIGN CONTROLS: MAXIMUM Shear(lb) 427 Reaction(lb) 427 Moment(ft-Ib) 1202 Live Defl.(in) Total Defl.(in) DESIGN CONTROL CONTROL LOCATION 421 1775 Passed(24%) Lt. end Span 1 under Roof loading 427 1775 Passed(24%) Bearing 1 under Roof loading 1202 4706 Passed(26%) MID Span 1 under Roof -loading 0.064 0.375 Passed(U999+) MID Span 1 under Roof loading 0.121 0.562 Passed(U999+) MID Span 1 under Roof loading - Allowable moment was increased for repetitive member usage. - Deflection Criteria: STANDARD(LL: U360, TL:U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2'8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. - Not all products are readily available. Check with your supplier or TJ technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. . Allowable Stress Design methodology was used for Code NER analyzing the TJ Residential product listed above. PROJECT INFORMATION Point Happy - Bldg. 4 & 5 854.27 OPERATOR INFORMATION: B.G. Structural Engineering, Inc. Brian Gottlieb 45-535 Via Corona Indian Wells, CA. 92210 760-568-3553 760-568-5681 Copyright @2000 by Trus Joist, a Weyerhaeuser Business. ProT and TJ -Beam^' are trademarks of Trus Joist. TJI® is a registered trademark of Trus Joist. IT :Pour Iv-4-PPy &,&b +45 fig• 5 -- ./ r- 3 S((,.> z sZg *7F -r 315-1 + B.G. STRUCTURAL ENGINEERING SHEET NO. J0BNO: �=if�� 77 DATE t 4' 44 Z ZS� 73 5 3 12 B.G. Structural Engineering, Inc. Title : Point Happy - Bldg. 4 & 5 Job # 854.27 45-535 Via Corona Dsgnr: BG Date: 2:39PM, 19 NOV 00 Indian Wells, CA 92210 Description : �% (760)568-3553 Scope: (760) 568-5681 FAX Rev. 510300 User. KW -0603989. Ver 5.1.3.22 -Jur 1999. Win32 General Timber Beam Page 1 (c) 1983-99 ENERCALC c:1ec\wksic 854-27.ecw:Beams Description Beam B1 General Information Dead Load Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x6 Dead Load Center Span 3.50 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 5.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch (North), No.1 Bm Wt. Added to Loads 0.0 Fb Base Allow 1,300.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 34.000pcf E 1,600.0ksi Deflection 0.000 in 0.000 in Full Lengh Uniform Loads Bearing @ Supports Center DL 0.0 108.00 #/ft LL 120.00 #/ft Left Cantilever DL 0.41 k Wit LL #/ft Right Cantilever DL Max. Right Reaction #/ft LL #/ft Span= 3.50ft, Beam Width = 5.500in x Depth = 5.5in, Ends are Pin -Pin Max Stress Ratio 0.143 : 1 Maximum Moment 0.4 k -ft Maximum Shear' 1.' Allowable 3.8 k -ft Allowable Max. Positive Moment 0.36 k -ft at 1.750 it Shear: Max. Negative Moment 0.00 k -ft at 0.000 ft Max @ Left Support 0.00 k -ft Camber. Max @ Right Support 0.00 k -ft Max. Wallow fb 155.82 psi Fb 1,625.00 psi Deflections 3.75 Reactions... fv 15.18 psi Left DL 0.20 k Fv 106.25 psi Right DL 0.20 k @ Left @ Right @ Left @ Center @ Right Max Max Beam Design OK 0.5 k 3.2 k 0.41 k 0.41 k 0.000 in 0.005 in 0.000 in 0.41 k 0.41 k Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.003 in -0.007 in Deflection 0.000 in 0.000 in ...Location 1.750 ft 1.750 it ...Length/Deft 0.0 0.0 ...Length/Defl 13,181.4 6,454.53 Right Cantilever... 0.46 k Area Required 4.322 in2 4.322 in2 Deflection 0.000 in 0.000 in 106.25 psi Bearing @ Supports ...Length/Defl 0.0 0.0 Stress Calcs 0.41 k Bearing Length Req'd 0.120 in Max. Right Reaction 0.41 k Bending Analysis 0.120 in Ck 25.448 Le 0.000 ft Sxx 27.729 in3 Area 30.250 in2 Cf 1.000 Rb 0.000 CI 0.000 Max Moment Sxx Read Allowable fb @ Center 0.36 k -ft 2.66 in3 1,625.00 psi @ Left Support 0.00 k -ft 0.00 in3 1,625.00 psi @ Right Support 0.00 k -ft 0.00 in3 1,625.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.46 k 0.46 k Area Required 4.322 in2 4.322 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports ' Max. Left Reaction 0.41 k Bearing Length Req'd 0.120 in Max. Right Reaction 0.41 k Bearing Length Req'd 0.120 in B.G. Structural Engineering, Inc. Title : Point Happy - Bldg. 4 8 5 Job # 854.27 45-535 Via Corona Dsgnr: BG Date: 2:45PM, 19 NOV 00 Indian Wells, CA 92210 Description 45 (760) 568-3553 Scope (760) 568-5681 FAX I= 510300 User.KW-0603989, Ver 5.1.3, 22-Jur�1999,win32 General Timber Beam Page 1 (c)1983.99 ENERCALC c:\ec\vuksic 854-27.ecw: Beams Description Beam B2 General Information Dead Load Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x12 Max Stress Ratio Center Span 9.50 ft .....Lu 0.00 It Beam Width 5.500 in Left Cantilever ft - ....Lu 0.00 It Beam Depth 11.500 in Right Cantilever It .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch (North), No.1 Bm Wt. Added to Loads End Loc Fb Base Allow 1,300.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 34.000 pcf E 1,600.0 ksi Trapezoidal Loads Dead Load Total Load Left Cantilever... Max Stress Ratio 0.712 : 1 #1 DL @ Left 78.00 #/ft LL @ Left 60.00 #/ft Start Loc 0.000 It DL @ Right 156.00 #/ft LL @ Right 120.00 #/ft End Loc 4.750 It #2 DL @ Left 156.00 #/ft LL @ Left 120.00 #/ft Start Loc 4.750 It DL @ Right 78.00 #/ft LL @ Right 60.00 #/ft End Loc 9.500 It Point Loads Dead Load 2,125.0 lbs lbs lbs lbs lbs lbs lbs Live Load 1,634.0 lbs lbs lbs lbs lbs lbs lbs ...distance 4.750 ft 0.000 ft 0.000 ft 0.000 It 0.000 It 0.000 ft 0.000 It Beam Design OK Span= 9.50ft, Beam Width = 5.500in x Depth = 11.5in, Ends are Pin -Pin Dead Load Total Load Left Cantilever... Max Stress Ratio 0.712 : 1 Deflection -0.082 in -0.144 in Deflection Maximum Moment 0.000 in 11.7 k -ft Maximum Shear 1.5 4.2 k Allowable 0.0 16.4 k -ft 1,385.5 Allowable Right Cantilever... 6.7 k Max. Positive Moment 11.69 k -ft at 4.750 It Shear. @ Left 2.93 k Max. Negative Moment 0.00 k -ft at 9.500 ft 0.0 @ Right 2.93 k Max @ Left Support 0.00 k -ft 0.853 in Max. Right Reaction Camber. @ Left 0.000 in Max @ Right Support 0.00 k -ft Ck 25.448 @ Center 0.123 in Max. M allow 16.42Reactions... Cf 1.000 Rb 0.000 @ Right 0.000 in fb 1,157.22 psi fv 65.82 psi Left DL 1.69 k Max 2.93 k Fb 1,625.00 psi Fv 106.25 psi Right DL 1.69 k Max 2.93k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.082 in -0.144 in Deflection 0.000 in 0.000 in ...Location 4.750 ft 4.750 ft ...Length/Defl 0.0 0.0 ...Length/Defl 1,385.5 793.50 Right Cantilever... 4.16 k Area Required 39.181 in2 39.181 in2 Deflection 0.000 in 0.000 in 106.25 psi Bearing @ Supports ...Length/Defl 0.0 0.0 Stress Calcs 2.93 k Bearing Length Req'd 0.853 in Max. Right Reaction 2.93 k Bending Analysis 0.853 in Ck 25.448 Le 0.000 ft Sxx 121.229 in3 Area 63.250 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Req'd Allowable fb @ Center 11.69 k -ft 86.33 in3 1,625.00 psi @ Left Support 0.00 k -ft 0.00 in3 1,625.00 psi @ Right Support 0.00 k -ft 0.00 in3 1,625.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 4.16 k 4.16 k Area Required 39.181 in2 39.181 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 2.93 k Bearing Length Req'd 0.853 in Max. Right Reaction 2.93 k Bearing Length Req'd 0.853 in 4nBeam B3 TJ -Beam- v5.55A Serial Number: 700109817 5.25" x 11.875" 2.0E Parallam® PSL BEAMUSA 1111 11/19/2000 2:43:53 PM Page 1 of 1 Build Code: 146 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0 Roof Slope: 0 14' All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis for Beam Member Supporting ROOF Application. Tributary Load Width: 1' Loads(psf): 20 Live at 125% duration; 18 Dead; and: TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT Tapered(plf) Roof(1.25) 490 to 550 465 to 543 0 to 9' Replaces Tapered(plf) Roof(1.25) 550 to 490 543 to 465 9' to 14' Replaces SUPPORTS: INPUT BEARING REACTIONS(lbs.) WIDTH LENGTH LIVE/DEAD/TOT. 1 2x6 Stud Wall 5.50" 5.5" 3619 / 3637 / 7256 2 2x6 Stud Wall 5.50" 5.5" 3661 / 3692 / 7353 PLY DEPTH DETAIL OTHER 1 11.9" Detail R1 SB Shear Blocking 1 11.9" Detail R1 SB Shear Blocking - See TJ SPECIFIER'S / BUILDER'S GUIDES for detail(s): R1. DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL r 5913 15066 n: Moment(ft-Ib) 23679 23679 37317 :n 14' All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis for Beam Member Supporting ROOF Application. Tributary Load Width: 1' Loads(psf): 20 Live at 125% duration; 18 Dead; and: TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT Tapered(plf) Roof(1.25) 490 to 550 465 to 543 0 to 9' Replaces Tapered(plf) Roof(1.25) 550 to 490 543 to 465 9' to 14' Replaces SUPPORTS: INPUT BEARING REACTIONS(lbs.) WIDTH LENGTH LIVE/DEAD/TOT. 1 2x6 Stud Wall 5.50" 5.5" 3619 / 3637 / 7256 2 2x6 Stud Wall 5.50" 5.5" 3661 / 3692 / 7353 PLY DEPTH DETAIL OTHER 1 11.9" Detail R1 SB Shear Blocking 1 11.9" Detail R1 SB Shear Blocking - See TJ SPECIFIER'S / BUILDER'S GUIDES for detail(s): R1. DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL Shear(lb) 7026 5913 15066 Passed(39%) Moment(ft-Ib) 23679 23679 37317 Passed(63%) Live Defl.(in) 0.278 0.444 Passed(U575) Total Defl.(in) 0.560 0.667 Passed(U286) LOCATION Rt. end Span 1 under Roof loading MID Span 1 under Roof loading MID Span 1 under Roof loading MID Span 1 under Roof loading - Deflection Criteria: STANDARD(LL: U360, TL:U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. - Not all products are readily available. Check with your supplier or TJ technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code NER analyzing the TJ Residential product listed above. PROJECT INFORMATION Point Happy - Bldg. 4 & 5 854.27 OPERATOR INFORMATION: B.G. Structural Engineering, Inc. Brian Gottlieb 45-535 Via Corona Indian Wells, CA. 92210 760-568-3553 760-568-5681 Copyright O 2000 by Trus Joist. a Weyerhaeuser Business. TJ -Beam"' is a trademark of Trus Joist. ParallarrO is a registered trademark of Trus Joist. C:\1-DATAtBG-STRUVobslVuksic\Point Happy - Bldg. 4 & 5 854.27V2.bm ITEM AIr s R.G. STRUCTURAL ENGINEERING 617 4� 7/j 940 + SHEET N0. 708 N0. �7 DATE ENGINEER 2 S,1 Beam B4 TJ -Beam^' v5.55A Serial Number. 700109817 5.25" x 11.875" 2.0E Parallam® PSL 11 BEAMUSA 1111 11/19/2000 3:36:43 PM Page 1 of 1 Build Code: 146 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0 Roof Slope: 0 - Deflection Criteria: STANDARD(LL: U360, TL:U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. - Not all products are readily available. Check with your supplier or TJ technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code NER analyzing the TJ Residential product listed above. PROJECT INFORMATION Point Happy - Bldg. 4 & 5 854.27 OPERATOR INFORMATION: B.G. Structural Engineering, Inc. Brian Gottlieb 45-535 Via Corona Indian Wells, CA. 92210 760-568-3553 760-568-5681 Copyright O 2000 by Trus Joist, a Weyerhaeuser Business. TJ -Beam"' is a trademark of Trus Joist. Parallam® is a registered trademark of Trus Joist . C:\7-0ATA\ 3G-STRUUobslVuksicToint Happy - Bldg. 4 & 5 854.27\B3.bm ] All dimensions are horizontal. Product Diagram is Conceptual. LOADS: ' Analysis for Beam Member Supporting ROOF Application. Tributary Load Width: 1' Loads(psf): 20 Live at 125% duration; 18 Dead; and: TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT Point(lbs.) Roof(1.25) 4057 3651 2-6- Adds to Uniform(plf) Roof(1.25) 510 463 0 to 9' Replaces SUPPORTS: INPUT BEARING REACTIONS(lbs.) WIDTH LENGTH LIVE/DEAD/TOT. PLY DEPTH DETAIL OTHER 1 2x6 Stud Wall 5.50" 5.5" 5297 / 4873 / 10170 1 11.9" Detail R1 SB Shear Blocking 2 2x6 Stud Wall 5.50" 5.5" 3350 / 3120 / 6470 1 11.9" Detail R1 SB Shear Blocking - See TJ SPECIFIER'S / BUILDER'S GUIDES for detail(s): R1. DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) 9839 8733 15066 Passed(58%) Lt. end Span 1 under Roof loading Moment(ft-Ib) 18989 18989 37317 Passed(51 %) MID Span 1 under Roof loading Live Defl.(in) 0.096 0.278 Passed(U999+) MID Span 1 under Roof loading Total Defl.(in) 0.184 0.417 Passed(U543) MID Span 1 under Roof loading - Deflection Criteria: STANDARD(LL: U360, TL:U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. - Not all products are readily available. Check with your supplier or TJ technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code NER analyzing the TJ Residential product listed above. PROJECT INFORMATION Point Happy - Bldg. 4 & 5 854.27 OPERATOR INFORMATION: B.G. Structural Engineering, Inc. Brian Gottlieb 45-535 Via Corona Indian Wells, CA. 92210 760-568-3553 760-568-5681 Copyright O 2000 by Trus Joist, a Weyerhaeuser Business. TJ -Beam"' is a trademark of Trus Joist. Parallam® is a registered trademark of Trus Joist . C:\7-0ATA\ 3G-STRUUobslVuksicToint Happy - Bldg. 4 & 5 854.27\B3.bm B.G. Structural Engineering, Inc. Title : Point Happy - Bldg. 4 & 5 Job # 854.27 45-535 Via Corona Dsgnr: BG Date: 3:34PM, 19 NOV 00 Indian Wells, CA 92210 Description : Z (760) 568-3553 Scope (760) 568-5681 FAX I Re .. 510300 User.KW-M3989.Ver5.1.3,22-Jun1999,WW2 General Timber Beam Page 1 (c) 1983.99 ENERCALC Description Beam B5 General Information Dead Load Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x8 Max Stress Ratio Center Span 3.50 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 7.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir-- Larch (North), No.1 Bm Wt. Added to Loads 1.8 k Fb Base Allow 1,300.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 34.000 pcf E 1,600.0 ksi Full Lengh Uniform Loads Center DL 459.00 #/ft LL 570.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 3.50ft, Beam Width = 5.500in x Depth = 7.5in, Ends are Pin -Pin Dead Load Total Load Left Cantilever... Max Stress Ratio 0.403 : 1 Deflection -0.005 in -0.011 in Deflection Maximum Moment 0.000 in 1.6 k -ft Maximum Shear 1.5 1.8 k Allowable ...Length/Deft 7.0 k -ft 3,704.97 Allowable 1.77 k 4.4 k Max. Positive Moment 1.59 k -ft at 1.750 ft Shear: @ Left 1.82 k Max. Negative Moment 0.00 k -ft at 3.500 ft 0.0 @ Right 1.82 k Max @ •Left Support 0.00 k -ft Max. Right Reaction 1.82 k Camber. @ Left 0.000 in Max @ Right Support 0.00 k -ft Ck 25.448 Le 0.000 ft @ Center 0.008 in Max. M allow 6.98Reactions... Cf 1.000 Rb 0.000 Cl @ Right 0.000 in fb 370.17 psi fv 42.83 psi Left DL 0.82 k Max 1.82 k Fb 1,625.00 psi Fv 106.25 psi Right DL 0.82 k Max 1.82k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.005 in -0.011 in Deflection 0.000 in 0.000 in ...Location 1.750 It 1.750 ft ...Length/Defl 0.0 0.0 ...Length/Deft 8,210.3 3,704.97 Right Cantilever... 1.77 k Area Required 16.630 in2 16.630 in2 Deflection 0.000 in 0.000 in 106.25 psi Bearing @ Supports ...Length/Defl 0.0 0.0 Stress Calcs 1.82 k Bearing Length Req'd 0.529 in Max. Right Reaction 1.82 k Bending Analysis 0.529 in Ck 25.448 Le 0.000 ft Sxx 51.563 in3 Area 41.250 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Read Allowable fb @ Center 1.59 k -ft 11.75 in3 1,625.00 psi @ Left Support • 0.00 k -ft 0.00 in3 1,625.00 psi @ Right Support 0.00 k -ft 0.00 in3 1,625.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.77 k 1.77 k Area Required 16.630 in2 16.630 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 1.82 k Bearing Length Req'd 0.529 in Max. Right Reaction 1.82 k Bearing Length Req'd 0.529 in Beam B6 TJ -Beam- v5.55 Serial Number. 700109817 5.25" x 11.875" 2.0E Parallam® PSL 3 BEAMUSA 1111 11/19/2000 3:39:12 PM Page 1 of 1 Build Code: 146 - THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0 Roof Slope: 0 All dimensions are horizontal. LOADS: i n: ;J 10' 6" Product Diagram is Conceptual. Analysis for Beam Member Supporting ROOF Application. Tributary Load Width: 1' Loads(psf): 20 Live at 125% duration; 18 Dead; and: TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT Uniform(plf) Roof(1.25) 530 677 0 to 10' 6" Replaces SUPPORTS: INPUT BEARING REACTIONS(lbs.) WIDTH LENGTH LIVE/DEAD/TOT. PLY DEPTH DETAIL OTHER 1 2x6 Stud Wall 5.50" 5.5" 2783 / 3657 / 6439 1 11.9" Detail R1 SB Shear Blocking 2 2x6 Stud Wall 5.50" 5.5" 2782 / 3657 / 6439 1 11.9" Detail R1 SB Shear Blocking - See TJ SPECIFIER'S / BUILDER'S GUIDES for detail(s): R1. DESIGN CONTROLS: MAXIMUM Shear(lb) 6030 Moment(ft-Ib) 14824 Live Defl.(in) Total Defl.(in) DESIGN CONTROL CONTROL LOCATION 4663 .-15066 Passed(31 %) Lt. end Span 1 under Roof loading 14824 37317 Passed(40%) MID Span 1 under Roof loading 0.088 0.328 Passed(U999+) MID Span 1 under Roof loading 0.203 0.492 Passed(U580) MID Span 1 under Roof loading - Deflection Criteria: STANDARD(LL: U360, TL:U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2'8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated. dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. - Not all products are readily available. Check with your supplier or TJ technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code NER analyzing the TJ Residential product listed above. PROJECT INFORMATION OPERATOR INFORMATION: Point Happy - Bldg. 4 & 5 B.G. Structural Engineering, Inc. 854.27 Brian Gottlieb 45-535 Via Corona Indian Wells, CA. 92210 760-568-3553 760-568-5681 .opyright m 2000 by Trus Joist a Weyerhaeuser Business. TJ -Beam^' is a trademark of Trus Joist. larallarrO is a registered trademark of Trus Joist. ::\1-DATA\BGSTRtJUobs\vuksiclPoint Happy- Bldg. 4& 5 854.27S4.bm PROJECT �NT s�rfPP y -i -a4 4 . ITEM 57 B.G. STRUCTURAL ENGINEERING \,../e- 4-(,(Z¢,r)+ Z-0 (41 L / "1" //4L4, l 4" Z.,O Lc. IAW SHEET NO. /+ JOB NO.. 85* .Z.7 DATE !/- ENGINEER tZi 8 "nom � � � Beam 67 s A TJ -Beam -v5.55 Serial Number. 700109817 5.25" X 14" 2.0E Parallam® PSL BEAMUSA 1111 11/19/2000 3:56:31 PM Page 1 of 1 Build Code: 146 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0 Roof Slope: 0 n n 14' All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis for Beam Member Supporting ROOF Application. Tributary Load Width: 1' Loads(psf): 20 Live at 125% duration; 18 Dead; and: TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT Uniform(plf) Roof(1.25) 530 677 0 to 14'6" Replaces SUPPORTS: INPUT BEARING REACTIONS(lbs.) WIDTH LENGTH LIVE/DEAD/TOT. PLY DEPTH DETAIL 1 2x6 Stud Wall 5.50" 5.5" 3843 / 5075 / 8917 1 14.0" Detail R1 2 2x6 Stud Wall 5.50" 5.5" 3842 / 5075 / 8917 1 14.0" Detail R1 - See TJ SPECIFIER'S / BUILDER'S GUIDES for detail(s): R1. DESIGN CONTROLS: . MAXIMUM Shear(lb) 8507 Moment(ft-Ib) 29421 Live Defl.(in) Total Defl.(in) DESIGN CONTROL CONTROL LOCATION OTHER SB Shear Blocking SB Shear Blocking 6919 17762 Passed(39%) Lt. end Span 1 under Roof loading 29421 50928 Passed(58%) MID Span 1 under Roof loading 0.202 0.461 Passed(U823) MID Span 1 under Roof loading 0.468 0.692 Passed(U355) MID Span 1 under Roof loading - Deflection Criteria: STANDARD(LL: U360, TL:U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2'8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. - Not all products are readily available. Check with your supplier or TJ technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code NER analyzing the TJ Residential product listed above. PROJECT INFORMATION Point Happy - Bldg. 4 i£ 5 854.27 OPERATOR INFORMATION: B.G. Structural Engineering, Inc. Brian Gottlieb 45-535 Via Corona Indian Wells, CA. 92210 760-568-3553 760-568-5681 Copyright® 2000 by Trus Joist a Weyerhaeuser Business. TJ -Beam"' is a trademark of Trus Joist. Parallam@ is a registered trademark of Trus Joist. C:11-DATA\BG-STRUUobs\VuksiclPoint Happy - Bldg. 4 & 5 854.27\86.bm B.G. Structural Engineering, Inc. Title : Point Happy - Bldg. 4 & 5 Job # 854.27 45-535 Via Corona Dsgnr: BG Date: 3:58PM, 19 NOV 00 Indian Wells, CA 92210 Description (760) 568-3553 Scope (760) 568-5681 FAX I Rer. 510300 User. KW -0603989. Ver 5.1.3.224un1999. wirw General Timber Beam Page 1 (c)1983-99 ENERCALC „ . . •. Description Beam B8 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x8 Center Span 8.00 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 7.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch (North), No.1 Bm Wt. Added to Loads Fb Base Allow 1,300.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 34.000pcf E 1,600.0ksi Full Lengh Uniform Loads Center DL 200.00 #/ft LL 120.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span= 8.00ft, Beam Width = 5.500in x Depth = 7.5in, Ends are Pin -Pin Max Stress Ratio 0.383 : 1 Maximum Moment 2.6 k -ft Maximum Shear1.5 1.7 k Allowable 7.0 k -ft Allowable 4.4 k Max. Positive Moment 2.64 k -ft at 4.000 ft Shear. @ Left 1.32 k Max. Negative Moment 0.00 k -ft at 8.000 ft @ Right 1.32 k Max @ Left Support 0.00 k -ft Camber. @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.094 in Max. M allow 6.98 Reactions... @ Right 0.000 in fb 613.91 psi fv 40.67 psi Left DL 0.84 k Max 1.32 k Fb 1,625.00 psi Fv 106.25 psi Right DL 0.84 k Max 1.32k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.062 in -0.098 in Deflection 0.000 in 0.000 in ...Location 4.000 ft 4.000 ft ...Length/Defl 0.0 0.0 ...Length/Deft 1,536.5 977.36 Right Cantilever... Deflection. 0.000 in 0.000 in ...Length/Defl 0.0 0.0 Stress Calcs Bending Analysis Ck 25.448 Le 0.000 ft Sxx 51.563 in3 Area 41.250 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Req'd Allowable fb @ Center 2.64 k -ft 19.48 in3 1,625.00 psi @ Left Support 0.00 k -ft 0.00 in3 1,625.00 psi @ Right Support 0.00 k -ft 0.00 in3 1,625.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.68 k 1.68 k Area Required 15.790 in2 15.790 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 1.32 k Bearing Length Req'd 0.384 in Max. Right Reaction 1.32 k Bearing Length Req'd 0.384 in Beam B9 TJ -Beam v5.55 Serial Number. 700109817 5.25 X 9.5 2.0E Parallam0 PSL BEAMUSA 1111 11/19/2000 4:00:09 PM Page 1 of 1 Build Code: 146 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0 Roof Slope: 0 All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis for Beam Member Supporting ROOF Application. Tributary Load Width: 1' Loads(psf): 20 Live at 125%r duration; 18 Dead; and: TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT Uniform(plf) Roof(1.25) 540 804 0 to 10' Replaces SUPPORTS: INPUT BEARING REACTIONS(lbs.) WIDTH LENGTH LIVE/DEAD/TOT. PLY DEPTH DETAIL OTHER 1 2x6 Stud Wall 5.50" 5.5" 2700 / 4098 / 6798 1 9.5" Detail R1 SB Shear Blocking 2 2x6 Stud Wall 5.50" 5.5" 2700 / 4098 / 6798 1 9.5" Detail R1 SB Shear Blocking - See TJ SPECIFIER'S / BUILDER'S GUIDES for detail(s): R1. DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) 6345 5098 12053 Passed(42%) Lt. end Span 1 under Roof loading Moment(ft-Ib) 14804 14804 24482 Passed(60%) MID Span 1 under Roof loading Live Defl.(in) 0.136 0.311 Passed(U821) MID Span 1 under Roof loading Total Defl.(in) 0.344 0.467 Passed(U326) MID Span 1 under Roof loading - Deflection Criteria: STANDARD(LL: U360, TL:U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. - Not all products are readily available. Check with your supplier or TJ technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -.Allowable Stress Design methodology was used for Code NER analyzing the TJ Residential product listed above. PROJECT INFORMATION Point Happy - Bldg. 4 & 5 854.27 OPERATOR INFORMATION: B.G. Structural Engineering, Inc. Brian Gottlieb 45-535 Via Corona Indian Wells, CA. 92210 760-568-3553 760-568-5681 Copyright® 2000 by Trus Joist, a Weyerhaeuser Business. TJ -Beam"' is a trademark of Trus Joist. Parallam® is a registered trademark of Trus Joist. C:11-DATAIBGSTRWobs\Vuksic\Point Happy - Bldg. 4 & 5 854.2AB6.bm F,, 10' n Product Diagram is Conceptual. LOADS: Analysis for Beam Member Supporting ROOF Application. Tributary Load Width: 1' Loads(psf): 20 Live at 125%r duration; 18 Dead; and: TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT Uniform(plf) Roof(1.25) 540 804 0 to 10' Replaces SUPPORTS: INPUT BEARING REACTIONS(lbs.) WIDTH LENGTH LIVE/DEAD/TOT. PLY DEPTH DETAIL OTHER 1 2x6 Stud Wall 5.50" 5.5" 2700 / 4098 / 6798 1 9.5" Detail R1 SB Shear Blocking 2 2x6 Stud Wall 5.50" 5.5" 2700 / 4098 / 6798 1 9.5" Detail R1 SB Shear Blocking - See TJ SPECIFIER'S / BUILDER'S GUIDES for detail(s): R1. DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) 6345 5098 12053 Passed(42%) Lt. end Span 1 under Roof loading Moment(ft-Ib) 14804 14804 24482 Passed(60%) MID Span 1 under Roof loading Live Defl.(in) 0.136 0.311 Passed(U821) MID Span 1 under Roof loading Total Defl.(in) 0.344 0.467 Passed(U326) MID Span 1 under Roof loading - Deflection Criteria: STANDARD(LL: U360, TL:U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. - Not all products are readily available. Check with your supplier or TJ technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -.Allowable Stress Design methodology was used for Code NER analyzing the TJ Residential product listed above. PROJECT INFORMATION Point Happy - Bldg. 4 & 5 854.27 OPERATOR INFORMATION: B.G. Structural Engineering, Inc. Brian Gottlieb 45-535 Via Corona Indian Wells, CA. 92210 760-568-3553 760-568-5681 Copyright® 2000 by Trus Joist, a Weyerhaeuser Business. TJ -Beam"' is a trademark of Trus Joist. Parallam® is a registered trademark of Trus Joist. C:11-DATAIBGSTRWobs\Vuksic\Point Happy - Bldg. 4 & 5 854.2AB6.bm PROJECT Piny ITEM � s B.G. STRUCTURAL ENGINEERING Q„ Utz w�°77(o`" z Z'37 -r 2'o e5- p4o-kt LVA*.k SHEET NO. / Q JOB NO. GATE ENGINEER 47 7 B.G. Structural Engineering, Inc. 45-535 Via Corona Indian Wells, CA 92210 (760) 568-3553 (760) 568-5681 FAX Rev: 510300 User. KW -M3989, Ver 5.1.3. 22 -Jun -1999, Win32 (c) 198399 ENERCALC Description Beam B10 Title : Point Happy - Bldg. 4 8 5 Dsgnr: BG Description Scope : General Timber Beam Job # 854.27 Date: 6:52PM, 19 NOV 00 Page 1 854-27.ecw:Beams General Information Dead Load Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x8 Dead Load Center Span 9.00 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 It Beam Depth 7.500 in Right Cantilever ft .....Lu 0.00 It Member Type Sawn Douglas Fir - Larch (North), No.1 Bm Wt. Added to Loads 1.5 Fb Base Allow 1,300.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 34.000pcf E 1,600.0ksi Full Lengh Uniform Loads Center DL 145.00 #/ft LL 100.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 9.00ft, Beam Width = 5.500in x Depth = 7.5in, Ends are Pin -Pin Dead Load Total Load Left Cantilever... Dead Load Max Stress Ratio 0.369 : 1 -0.074 in -0.122 in Deflection 0.000 in 0.000 in Maximum Moment 4.500 It 2.6 k -ft Maximum Shear i 1.5 1.5 k ...Length/Deft Allowable 888.53 7.0 k -ft 1.49 k Allowable Area Required 4.4 k 13.983 in2 Max. Positive Moment 2.58 k -ft at 4.500 It Shear. @ Left 1.15 k 0.0 Max. Negative Moment 0.00 k -ft at 9.000 ft 0.333 in @ Right 1.15 k Bending Analysis Max @ Left Support 0.00 k -ft Camber. @ Left 0.000 in Sxx Max @ Right Support 0.00 k -ft Cf 1.000 Rb 0.000 @ Center 0.111 in Max. M allow 6.98 Reactions... @ Right 0.000 in fb 600.26 psi fv 36.02 psi Left DL 0.70 k Max 1.15 k Fb 1,625.00 psi Fv 106.25 psi Right DL 0.70 k Max 1.15k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.074 in -0.122 in Deflection 0.000 in 0.000 in ...Location 4.500 It 4.500 It ...Length/Defl 0.0 0.0 ...Length/Deft 1,462.7 888.53 Right Cantilever... 1.49 k Area Required 13.983 in2 13.983 in2 Deflection 0.000 in 0.000 in 106.25 psi Bearing @ Supports ...Length/Defl 0.0 0.0 Stress Calcs 1.15 k Bearing Length Req'd 0.333 in Max. Right Reaction 1.15 k Bending Analysis 0.333 in Ck 25.448 Le 0.000 It Sxx 51.563 in3 Area 41.250 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Reo'd Allowable fb @ Center 2.58 k -ft 19.05 in3 1,625.00 psi @ Left Support 0.00 k -ft 0.00 in3 1,625.00 psi @ Right Support 0.00 k -ft 0.00 in3 1,625.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.49 k 1.49 k Area Required 13.983 in2 13.983 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 1.15 k Bearing Length Req'd 0.333 in Max. Right Reaction 1.15 k Bearing Length Req'd 0.333 in Beam 611 TJ-BeamTM v5.55 Serial Number. 700109817 5.25" x 14" 2.OE Parallam® PSL 770 BEAMUSA 1111 11/19/2000 6:50:11 PM Page 1 of 1 Build Code: 146 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0 Roof Slope: 0 All dimensions are horizontal. 1 n: n2 Product Diagram is Conceptual. LOADS: Analysis for Beam Member Supporting ROOF Application. Tributary Load Width: V Loads(psf): 20 Live at 125% duration; 18 Dead; and: TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT Uniform(plf) Roof(1.25) 360 416 0 to 15' Replaces Point(lbs.) Roof(1.25) 1250 1125 8-6- Adds to SUPPORTS: INPUT BEARING REACTIONS(lbs.) WIDTH LENGTH LIVE/DEAD/TOT. PLY DEPTH DETAIL OTHER 1 2x6 Stud Wall 5.50" 5.5" 3238 / 3776 / 7014 1 14.0" Detail R1 SB Shear Blocking 2 2x6 Stud Wall 5.50" 5.5" 3412 / 3933 / 7346 1 14.0" Detail R1 SB Shear Blocking - See TJ SPECIFIER'S / BUILDER'S GUIDES for detail(s): R1. DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) 7079 6047 17762 Passed(34%) Rt. end Span 1 under Roof loading Moment(ft-Ib) 28464 28464 50928 Passed(56%) MID Span 1 under Roof loading Live Defl.(in) 0.217 0.478 Passed(U794) MID Span 1 under Roof loading Total Defl.(in) 0.462 0.717 Passed(U372) MID Span 1 under Roof loading - Deflection Criteria: STANDARD(LL: U360, TL:U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2'8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. - Not all products are readily available. Check with your supplier or TJ technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code NER analyzing the TJ Residential product listed above. PROJECT INFORMATION Point Happy - Bldg. 4 & 5 854.27 OPERATOR INFORMATION: B.G. Structural Engineering, Inc. Brian Gottlieb 45-535 Via Corona Indian Wells, CA. 92210 760-568-3553 760-568-5681 Copyright m 2000 by Trus Joist, a Weyerhaeuser Business. TJ-Beamn is a trademark of Trus Joist. Parallarr& is a registered trademark of Trus Joist . C:\1-DATA\BGSTRUUobs\Vuksic\Point Happy- Bldg. 4 & 5 854.27\39.bm Beam B12 "TJ-Beam� v5.55Serial umber.. 700109817 5.25" x 18" 2.0E Parallam® PSL Z BEAMUSA 1111 11/19/2000 6:52:07 PM Page1 of 1 Build Code: 146 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0 Roof Slope: 0 1 nn 19, All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis for Beam Member Supporting ROOF Application. Tributary Load Width: 1' Loads(psf): 20 Live at 125% duration; 18 Dead; and: TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT Uniform(pif) Roof(1.25) 360 416 0 to 19' Replaces Point(lbs.) Roof(1.25) 1250 1125 10'6" Adds to SUPPORTS: INPUT BEARING REACTIONS(lbs.) WIDTH LENGTH LIVE/DEAD/TOT. 1 2x6 Stud Wall 5.50 5.5" 3977 / 4734 / 8711 2 2x6 Stud Wall 5.50" 5.5" 4113 / 4857 / 8970 PLY DEPTH DETAIL OTHER 1 18.0" Detail R1 SB Shear Blocking 1 18.0" Detail R1 SB Shear Blocking - See TJ SPECIFIER'S / BUILDER'S GUIDES for detail(s): R1. DESIGN CONTROLS: - Deflection Criteria: STANDARD(LL: U360, TL:U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2'8' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. - Not all products are readily available. Check with your supplier or TJ technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code NER analyzing the TJ Residential product listed above. PROJECT INFORMATION Point Happy - Bldg. 4 & 5 854.27 OPERATOR INFORMATION: B.G. Structural Engineering, Inc. Brian Gottlieb 45-535 Via Corona Indian Wells, CA. 92210 760-568-3553 760-568-5681 Copyright O 2000 by Trus Joist, a Weyerhaeuser Business. TJ -Beam"' is a trademark of Trus Joist. Parallarn@ is a registered trademark of Trus Joist . C:\1-DATAIBG-STRUUobs1VuksiclPoint Happy - Bldg. 4 & 5 854271B11.bm MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) 8701 7392 22838 Passed(32%) Rt. end Span 1 under Roof loading Moment(ft,lb) 44197 44197 81868 Passed(54%) MID Span 1 under Roof loading Live Defl.(in) 0.257 0.611 Passed(U855) MID Span 1 under Roof loading Total Defl.(in) 0.556 0.917 Passed(U396) MID Span 1 under Roof loading - Deflection Criteria: STANDARD(LL: U360, TL:U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2'8' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. - Not all products are readily available. Check with your supplier or TJ technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code NER analyzing the TJ Residential product listed above. PROJECT INFORMATION Point Happy - Bldg. 4 & 5 854.27 OPERATOR INFORMATION: B.G. Structural Engineering, Inc. Brian Gottlieb 45-535 Via Corona Indian Wells, CA. 92210 760-568-3553 760-568-5681 Copyright O 2000 by Trus Joist, a Weyerhaeuser Business. TJ -Beam"' is a trademark of Trus Joist. Parallarn@ is a registered trademark of Trus Joist . C:\1-DATAIBG-STRUUobs1VuksiclPoint Happy - Bldg. 4 & 5 854271B11.bm PROJECT f O�ivT pPY SHEET NO. ZZ S B.G. STRUCTURAL JOB N0. 130z1 ITEM DATE ENGINEERING ENGINE" - lei ?�ag� vie !e Zoe a� - B.G. Structural Engineering, Inc. Title : Point Happy - Bldg. 4 & 5 Job # 854.27 45-535 Via Corona Dsgnr: BG Date: 7:03PM, 19 NOV 00 Z3 Indian Wells, CA 92210 Description (760) 568-3553 Scope (760) 568-5681 FAX Rev: 510300 User:KW.3989. Ver 5.1.3. 22J-1999. WirW General Timber Beam Page 1 (c) 198399 ENERCALC c:\ec\vuksic 854-27.ecw:Calcula6ons Description Beam B13 General Information Dead Load Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x10 Max Stress Ratio Center Span 12.00 ft .....Lu 0.00 ft Beam Width 5.500 in. Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch (North), No.1 Bm Wt. Added to Loads Allowable Fb Base Allow 1,300.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 34.000pcf E 1,600.0ksi Full Lengh Uniform Loads Center DL 234.00 #/ft LL 120.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 12.00ft, Beam Width = 5.500in x Depth = 9.5in, Ends are Pin -Pin Dead Load Total Load Left Cantilever... Max Stress Ratio 0.589 : 1 Deflection -0.183 in -0.272 in Deflection Maximum Moment 0.000 in 6.6 k -ft Maximum Shear 1.5 2.9 k Allowable 0.0 11.2 k -ft 787.8 Allowable Right Cantilever... 5.6 k Max. Positive Moment 6.59 k -ft at 6.000 ft Shear. @ Left 2.20 k Max. Negative Moment 0.00 k -ft at 0.000 ft 0.0 @ Right 2.20 k Max @ Left Support 0.00 k -ft 0.639 in Max. Right Reaction Camber. @ Left 0.000 in Max @ Right Support 0.00 k -ft Ck 25.448 @ Center 0.274 in Max. M allow 11.20 Reactions... Rb 0.000 @ Right 0.000 in fb 956.48 psi fv • 55.02 psi Left DL 1.48 k Max 2.20 k Fb 1,625.00 psi Fv 106.25 psi Right DL 1.48 k Max 2.20k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.183 in -0.272 in Deflection 0.000 in 0.000 in ...Location 6.000 ft 6.000 ft ...Length/Defl 0.0 0.0 ...Length/Defl 787.8 529.73 Right Cantilever... 2.88 k Area Required 27.059 in2 27.059 in2 Deflection 0.000 in 0.000 in 106.25 psi Bearing @ Supports ...Length/Defl 0.0 0.0 Stress Calcs 2.20 k Bearing Length Req'd 0.639 in Max. Right Reaction 2.20 k Bending Analysis 0.639 in Ck 25.448 Le 0.000 ft Sxx 82.729 in3 Area 52.250 in2 Cf 1.000 Rb 0.000 CI 0.000 Max Moment Sxx Read Allowable fb @ Center 6.59 k -ft 48.69 in3 1,625.00 psi @ Left Support 0.00 k -ft 0.00 1n3 1,625.00 psi @ Right Support 0.00 k -ft 0.00 in3 1,625.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1 2.88 k 2.88 k Area Required 27.059 in2 27.059 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 2.20 k Bearing Length Req'd 0.639 in Max. Right Reaction 2.20 k Bearing Length Req'd 0.639 in B.G. Structural Engineering, Inc. Title : Point Happy - Bldg. 4 8 5 Job # 854.27 45-535 Via Corona Dsgnr: BG Date: 7:08PM, 19 NOV 00- Indian Wells, CA 92210 Description (760) 568-3553 Scope (760) 568-5681 FAX Rer. 510300 User.KW-0603989. Ver 5.1.3, 22 Jun 199. Win32 General Timber Beam Page 1 (c) 1983A9 ENERCALC c:1ec\vuksic 854-27.ecw:Calculations Description Beam B14 General Information Dead Load Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x12 Max Stress Ratio Center Span 13.00 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.500 in Right Cantilever ft .....Lu 0.00 It Member Type Sawn Douglas Fir - Larch (North), No.1 Bm Wt. Added to Loads 4.9 k Fb Base Allow 1,300.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 34.000 pcf E 1,600.0 ksi Full Lengh Uniform Loads Center DL 270.00 #/ft LL 300.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 13.00ft, Beam Width = 5.500in x Depth = 11.5in, Ends are Pin -Pin Dead Load Total Load Left Cantilever... Max Stress Ratio 0.753 : 1 Deflection -0.164 in -0.337 in Deflection Maximum Moment 0.000 in 12.4 k -ft Maximum Shear * 1.5 4.9 k Allowable ...Length/Defl 16.4 k -ft 462.88 Allowable 4.88 k 6.7 k Max. Positive Moment 12.36 k -ft at 6.500 ft Shear. @ Left 3.80 k Max. Negative Moment 0.00 k -ft at 13.000 ft 0.0 @ Right 3.80 k Max @ Left Support 0.00 k -ft Max. Right Reaction 3.80 k Camber. @ Left 0.000 in Max @ Right Support 0.00 k -ft Ck 25.448 Le 0.000 ft @ Center 0.246 in Max. M allow 16.42Reactions... Cf 1.000 Rb 0.000 Cl @ Right 0.000 in fb 1,223.14 psi tv 77.18 psi Left DL 1.85 k Max 3.80 k Fb 1,625.00 psi Fv 106.25 psi Right DL 1.85 k Max 3.80k Deflections Center Span.... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.164 in -0.337 in Deflection 0.000 in 0.000 in ...Location 6.500 ft 6.500 ft ...Length/Defl 0.0 0.0 ...Length/Defl 950.2 462.88 Right Cantilever... 4.88 k Area Required 45.947 in2 45.947 in2 Deflection 0.000 in 0.000 in 106.25 psi Bearing @ Supports ...Length/Defl 0.0 0.0 Stress Calcs 3.80 k Bearing Length Req'd 1.106 in Max. Right Reaction 3.80 k Bending Analysis 1.106 in Ck 25.448 Le 0.000 ft Sxx 121.229 in3 Area 63.250 int Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Read Allowable fb @ Center 12.36 k -ft 91.25 in3 1,625.00 psi @ Left Support 0.00 k -ft 0.00 1n3 1,625.00 psi @ Right Support 0.00 k -ft 0.00 in3 1,625.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 4.88 k 4.88 k Area Required 45.947 in2 45.947 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 3.80 k Bearing Length Req'd 1.106 in Max. Right Reaction 3.80 k Bearing Length Req'd 1.106 in Beam B15 Beam� v5.55 Serial Number. 700109817 5.25" x 11.875" 2.0E Parallam® PSL 015 1EAMUSA 1111 11/19/2000 7:05:28 PM 'age 1 of 1 Build Code: 146 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 'Member Slope: 0 Roof Slope: 0 1 n: 'n 12' All dimensions are horizontal. Product Diagram is Conceptual. _OADS: Analysis for Beam Member Supporting ROOF Application. Tributary Load Width: 1' Loads(psf): 20 Live at 125% duration; 18 Dead; and: TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT Uniform(plf) Roof(1.25) 300 270 0 to 12' Replaces Point(lbs.) Roof(1.25) 2873 2585 9' Adds to >UPPORTS: INPUT BEARING REACTIONS(lbs.) WIDTH LENGTH LIVE/DEAD/TOT. 1 2x6 Stud Wall 5.50" 5.5" 2476 / 2345 / 4821 2 2x6 Stud Wall 5.50" 5.5" 3997 / 3714 / 7711 PLY DEPTH DETAIL OTHER 1 11.9" Detail R1 SB Shear Blocking 1 11.9" Detail R1 SB Shear Blocking - See TJ SPECIFIER'S / BUILDER'S GUIDES for detail(s): R1. )ESIGN CONTROLS: MAXIMUM Shear(lb) 7514 Moment(ft-Ib) 18141 'Live Defl.(in) Total Defl.(in) DESIGN CONTROL CONTROL LOCATION 6857 15066 Passed(46%) Rt. end Span 1 under Roof loading 18141 37317 Passed(49%) MID Span 1 under Roof loading 0.160 0.378 Passed(U850) MID Span 1 under Roof loading 0.310 0.567 Passed(U439) MID Span 1 under Roof loading - Deflection Criteria: STANDARD(LL: U360, TL:U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2'8" o/c unless detailed otherwise. Proper attachment and s positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. eDDITIONAL NOTES: -,IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. - Not all products are readily available. Check with your supplier or TJ technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code NER analyzing the TJ Residential product listed above. 'ROJECT INFORMATION OPERATOR INFORMATION: Point Happy - Bldg. 4 & 5 B.G. Structural Engineering, Inc. 854.27 Brian Gottlieb 45-535 Via Corona Indian Wells, CA. 92210 760-568-3553 760-568-5681 >pyright ®2000 by Trus Joist a Weyerhaeuser Business. TJ -Beam"' is a trademark of Trus Joist . rrallamo is a registered trademark of Trus Joist. 11-0ATAIBG-STRUUobs\Vuksic\Point Happy - Bldg. 4 8 5 854.271B12.bm PROJECT SHEET N0. 45 B.G. STRUCTURAL JOB NO ,TEM DATE 5 ENGINEERING ENGINEER- Is NGINEER-s Pz ti z Q-ro IS1� �t of -r �� (I�i� S�l'l►vr LA l b57 OJI6 �t��-h,� �,�U 2©� I t H fA X40 Beam B16 TJ-BeamT4 v5.55 Serial Number. 700109817 5.25 x 11.875" 2.0E Parallam® PSL Z% BEAMUSA 1111 11/20/2000 10:09:45AM Page 1 of 1 Build Code: 146 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0 Roof Slope: 0 a n. :n 11 All dimensions are horizontal. LOADS: Product Diagram is Conceptual. Analysis for Beam Member Supporting ROOF Application. Tributary Load Width: 1' Loads(psf): 20 Live at 125% duration; 26 Dead; and: TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT Tapered(plf) Roof(1.25) 360 to 300 468 to 390 0 to 10' Replaces Uniform(plf) . Roof(1.25) 60 78 - 10' to 11' Replaces Point(lbs.) Roof(1.25) 2003 2603 10' Adds to Point(lbs.) Roof(1.25) 2667 3468 2' Adds to SUPPORTS: INPUT BEARING REACTIONS(lbs.) WIDTH LENGTH LIVE/DEAD/TOT. PLY DEPTH DETAIL OTHER 1 2x6 Stud Wall 5.50" 5.5" 4223 / 5598 / 9822 1 11.9" Detail R1 SB Shear Blocking 2 2x6 Stud Wall 5.50" 5.5" 3807 / 5055 / 8862 1 11.9" Detail R1 SB Shear Blocking - See TJ SPECIFIER'S / BUILDER'S GUIDES for detail(s): R1. DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) 9540 8609 15066 Passed(57%) Lt. end Span 1 under Roof loading Moment(ft-Ib) 17263. 17263 37317 Passed(46%) MID Span 1 under Roof loading Live Defl.(in) 0.115 0.344 Passed(U999+) MID Span 1 under Roof loading Total Defl.(in) 0.268 0.517 Passed(U463) MID Span 1 under Roof loading - Deflection Criteria: STANDARD(LL: U360, TL:U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2'8* o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. - Not all products are readily available. Check with your supplier or TJ technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code NER analyzing the TJ Residential product listed above. PROJECT INFORMATION Point Happy - Bldg. 4 & 5 854.27 OPERATOR INFORMATION: B.G. Structural Engineering, Inc. Brian Gottlieb 45-535 Via Corona Indian Wells, CA. 92210 760-568-3553 760-568-5681 'opyright m 2000 by Trus Joist, a Weyerhaeuser Business. TJ -Beam"' is a trademark of Trus Joist . 'arallam® is a registered trademark of Trus Joist. :11-DATAIBCSTRWobs%Vuksic Point Happy - Bldg. 4 & 5 85427\B15.Bm h� Beam B17 � 4 a Z� J -Beam^' X5.55" Se al Number. 700109817 5.25" x 9.5" 2.0E Parallam® PSL EAMUSA 1111 11/20/2000 10:13:13 AM age 1 of 1 Build Code: 146 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0 Roof Slope: 0 All dimensions are horizontal. n, :n . 11' Product Diagram is Conceptual. .OADS: Analysis for Beam Member Supporting ROOF Application. Tributary Load Width: 1' Loads(psf): 20 Live at 125% duration; 26 Dead; and: TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT Tapered(plf) Roof(1.25) 60 to 360 78 to 468 0 to 11' Replaces Point(lbs.) , Roof(1.25) 3454 4491 1-6- Adds to ;UPPORTS: INPUT BEARING REACTIONS(lbs.) WIDTH LENGTH LIVE/DEAD/TOT. PLY DEPTH DETAIL OTHER 1 2x6 Stud Wall ' 5.50" 5.5" 3928 / 5193 / 9121 1 9.5" Detail R1 SB Shear Blocking 2 2x6 Stud Wall 5.50" ' 5.5" 1836 / 2473 / 4309 1 9.5" Detail R1 SB Shear Blocking - See TJ SPECIFIER'S / BUILDER'S GUIDES for detail(s): R1. )ESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) '9066 8880 12053 Passed(74%) Lt. end Span 1 under Roof loading Moment(ft-Ib) .11695 11695 24482 Passed(48%) MID Span 1 under Roof loading Live Defl.(in) 0.144 0.344 Passed(U859) MID Span 1 under Roof loading Total Defl.(in) 0.338 0.517 Passed(U367) MID Span 1 under Roof loading - Deflection Criteria: STANDARD(LL: U360, TL:U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -'Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. - Not all products are readily available. Check with your supplier or TJ technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code NER analyzing the TJ Residential product listed above. PROJECT INFORMATION Point Happy - Bldg. 4 & 5 854.27 OPERATOR INFORMATION: B.G. Structural Engineering, Inc. Brian Gottlieb 45-535 Via Corona Indian Wells, CA. 92210 760-568-3553 760-568-5661 :opyright O 2000 by Trus Joist, a Weyerhaeuser Business. TJ43eam- is a trademark o1 Trus Joist. 'arallam® is a registered trademark of Trus Joist. i ::11-DATA\BG-STRUUobs\VuksicXPoint Happy - Bldg. 4 & 5 854.27XB16.bm 62 DBeam B18 Beam�5.55 Serial Number. 700109817 5.25" x 9.5" 2.0E Parallam® PSL ;EAMUSA 1111 11/20/2000 10:21:56 AM 'age 1 of -1 Build Code: 146 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0 Roof Slope: 0 n �n 'UPPORTS: INPUT BEARING REACTIONS(lbs.) WIDTH LENGTH LIVE/DEAD/TOT. 1 2x6 Stud Wall 5.50" 5.5" 3978 / 5231 / 9209 2 2x6 Stud Wall 5.50" 5.5" 1654 / 2209 / 3862 PLY DEPTH DETAIL OTHER 1 9.5" Detail R1 SB Shear Blocking 1 9.5" Detail R1 SB Shear Blocking - See TJ SPECIFIER'S / BUILDER'S GUIDES for detail(s): R1. )ESIGN CONTROLS: MAXIMUM Shear(lb) 8774 Moment(ft-Ib) 7368 Live Defl.(in) Total Defl.(in) DESIGN 7'6' All dimensions are horizontal. Product Diagram is Conceptual. .GADS: 2779 Analysis for Beam Member Supporting ROOF Application. Tributary Load Width: 1' Loads(psf): 20 Live at 125% duration; 26 Dead; and: 1 under Roof loading TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT Point(lbs.) Roof(1.25) 2667 3468 1' Adds to Uniform(plo Roof(1.25) 560 728 0 to 1' Replaces Uniform(plf) Roof(1.25) 370 481 V to T6" Replaces 'UPPORTS: INPUT BEARING REACTIONS(lbs.) WIDTH LENGTH LIVE/DEAD/TOT. 1 2x6 Stud Wall 5.50" 5.5" 3978 / 5231 / 9209 2 2x6 Stud Wall 5.50" 5.5" 1654 / 2209 / 3862 PLY DEPTH DETAIL OTHER 1 9.5" Detail R1 SB Shear Blocking 1 9.5" Detail R1 SB Shear Blocking - See TJ SPECIFIER'S / BUILDER'S GUIDES for detail(s): R1. )ESIGN CONTROLS: MAXIMUM Shear(lb) 8774 Moment(ft-Ib) 7368 Live Defl.(in) Total Defl.(in) DESIGN CONTROL CONTROL LOCATION 854.27 2779 12053 Passed(23%a) Rt. end Span 1 under Roof loading 7368 24482 Passed(30%) MID Span 1 under Roof loading 0.044 0.228 Passed(U999+) MID Span 1 under Roof loading 0.101 0.342 Passed(U809) MID Span 1 under Roof loading - Deflection Criteria: STANDARD(LL: U360, TL:U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2'8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. SDDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. - Not all products are readily available. Check with your supplier or TJ technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code NER analyzing the TJ Residential product listed above. PROJECT INFORMATION OPERATOR INFORMATION: Point Happy - Bldg. 4 & 5 B.G. Structural Engineering, Inc. 854.27 Brian Gottlieb 45-535 Via Corona Indian Wells, CA. 92210 760-568-3553 760-568-5681 opyright m 2000 by Trus Joist, a Weyerhaeuser Business. TJ -Beam" is a trademark of Trus Joist. arallame is a registered trademark of Trus Joist. :11-DATA\BG-STRUUobs\Vuksic\Point Happy - Bldg. 4 & 5 854.27\B18.bm I ITEM B.G. STRUCTURAL ENGINEERING �,✓_¢��1�.s� � SSS hK I l sci4, Vl /1- 0C. -P ER B.G. Structural Engineering, Inc. Title: Point Happy - Bldg. 4 & 5 Job # 854.27 45-535 Via Corona Dsgnr: BG Date: 10:33AM, 20 NOV 00 Indian Wells, CA 92210 Description (760) 568-3553 Scope (760) 568-5681 FAX Rev: 510300 User. KW -0603989. Ver 5.1.3.224) 1999, Wh32 General Timber Beam Page ' (c)1983-99 ENERCALC c:\ec\vuksic 854-27.ecw:Beams Description Beam B19 General Information 0.545 : 1 Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x12 Dead Load Center Span 7.50 It .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth. 11.500 in Right Cantilever It .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch (North), No.1 Bm Wt. Added to Loads 0.0 Fb Base Allow 1,300.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 34.000pcf E 1,600.0ksi Full Lengh Uniform Loads Center DL 481.00 #/ft LL 370.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span= 7.50ft, Beam Width = 5.500in x Depth = 11.5in, Ends are Pin -Pin Max Stress Ratio 0.545 : 1 Total Load Left Cantilever... Dead Load Total Load Maximum Moment -0.032 in 6.1 k -ft Maximum Shear * 1.5 3.7 k Allowable 3.750 ft 16.4 k -ft 0.0 Allowable ...Length/Deft 6.7 k Max. Positive Moment 6.09 k -ft at 3.750 It Shear: @ Left 3.25 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 3.25 k Max @ Left Support 0.00 k -ft Stress Calcs 3.25 k Camber. @ Left 0.000 in Max @ Right Support 0.00 k -ft 0.945 in @ Center 0.047 in Max. M allow 16.42Reactions... Sxx 121.229 in3 Area 63.250 in2 @ Right 0.000 in fb 602.69 psi tv 57.91 psi Left DL 1.86 k Max . 3.25 k Fb 1,625.00 psi Fv 106.25 psi Right DL 1.86 k Max 3.25k r [Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.032 in -0.055 in Deflection 0.000 in 0.000 In ...Location 3.750 ft 3.750 ft ...Length/Defl 0.0 0.0 ...Length/Deft 2,843.1 1,628.31 Right Cantilever... 3.66 k Area Required 34.474 in2 34.474 in2 Deflection 0.000 in 0.000 in 106.25 psi Bearing @ Supports ...Length/Defl 0.0 0.0 Stress Calcs 3.25 k Bearing Length Req'd 0.945 in Max. Right Reaction 3.25 k Bending Analysis 0.945 in Ck 25.448 Le 0.000 ft Sxx 121.229 in3 Area 63.250 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Reo'd Allowable fb @ Center 6.09 k -ft 44.96 in3 1,625.00 psi @ Left Support 0.00 k -ft 0.00 in3 1,625.00 psi @ Right Support 0.00 k -ft 0.00 in3 1,625.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 3.66 k 3.66 k Area Required 34.474 in2 34.474 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 3.25 k Bearing Length Req'd 0.945 in Max. Right Reaction 3.25 k Bearing Length Req'd 0.945 in B.G. Structural Engineering, Inc. Title : Point Happy - Bldg. 4 8 5 Job # 854.27 45-535 Via Corona Dsgnr: BG Date: 10:33AM, 20 NOV 00 Indian Wells, CA 92210 Description : Z (760)568-3553 Scope: (760) 568-5681 FAX Rer. 510300 ser.M.0603989.Ver 5A.3.22-Jun-1999.Win32 General Timber Beam Page 1 1983-99 ENERCALC _ c:1ec\wksic 854-27.ecw:Calculations Description Beam B20 General Information 0.505 : 1 Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x6 Allowable Center Span 8.00 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 5.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch (North), No.1 Bm Wt. Added to Loads 0.0 Fb Base Allow 1,300.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 34.000 pcf E 1,600.0 ksi Full Lengh Uniform Loads Center DL 130.00 #/ft LL 100.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft I Summary 1 Span= 8.00ft, Beam Width = 5.500in x Depth = 5.5in, Ends are Pin -Pin Max Stress Ratio 0.505 : 1 Maximum Moment 1.9 k -ft Allowable 3.8 k -ft Max. Positive Moment 1.90 k -ft at 4.000 ft Max. Negative Moment 0.00 k -ft at 0.000 ft Max @ Left Support 0.00 k -ft Max @ Right Support 0.00 k -ft Maximum Shear * 1.5 Allowable Shear: Camber. Max. M allow 3.75 Reactions... fb 821.00 psi fv 41.77 psi Left DL 0.55 k Fb 1,625.00 psi Fv 106.25 psi Right DL 0.55 k Deflections @ Left @ Right @ Left @ Center @ Right Max Max Beam Design OK 1.3 k 3.2 k 0.95 k 0.95 k 0.000 in 0.155 in 0.000 in 0.95 k 0.95 k Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.104 in -0.179 in Deflection 0.000 in 0.000 in ...Location 4.000 ft 4.000 ft ...Length/Defl 0.0 0.0 ...Length/Defl 926.7 535.95 Right Cantilever... 1.26 k Area Required 11.892 in2 11.892 in2 Deflection 0.000 in 0.000 in 106.25 psi Bearing @ Supports ...Length/Defl 0.0 0.0 Stress Calcs 0.95 k Bearing Length Req'd 0.276 in Max. Right Reaction 0.95 k Bending Analysis 0.276 in Ck 25.448 Le 0.000 ft Sxx 27.729 in3 Area 30.250 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Req'd Allowable fb @ Center 1.90 k -ft 14.01 in3 1,625.00 psi @ Left Support 0.00 k -ft 0.00 in3 1,625.00 psi @ Right Support 0.00 k -ft 0.00 in3 1,625.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.26 k 1.26 k Area Required 11.892 in2 11.892 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 0.95 k Bearing Length Req'd 0.276 in Max. Right Reaction 0.95 k Bearing Length Req'd 0.276 in �� Beam 621 TJ -Beam- v5.55 Serial Number: 700109817 5.25" X 9.5" 2.0E Parallam® PSL 2 BEAMUSA 1111 11/20/2000 10:44:44 AM %' Page 1 of 1 Build Code: 146 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0 Roof Slope: 0 n: ):[2] 8- 6" All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis for Beam Member Supporting ROOF Application. Tributary Load Width: V Loads(psf): 20 Live at 125% duration; 26 Dead; and: TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT Uniform(plf) Roof(1.25) 650 734 0 to 8'6" Replaces SUPPORTS:' INPUT BEARING REACTIONS(Ibs.) WIDTH LENGTH LIVE/DEAD/TOT. PLY DEPTH DETAIL OTHER 1 2x6 Stud Wall 5.50" 5.5" 2763 / 3186 / 5948 1 9.5" Detail R1 SB Shear Blocking 2 2x6 Stud Wall 5.50" 5.5" 2762 / 3186 / 5948 1 9.5" Detail R1 SB Shear Blocking - See TJ SPECIFIER'S /BUILDER'S GUIDES for detail(s): R1. DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) 5482 4199 12053 Passed(35%) Lt. end Span 1 under Roof loading Moment(ft-Ib) 10735 10735 24482 Passed(44%) MID Span 1 under Roof loading Live Defl.(in) 0.085 0.261 Passed(U999+) MID Span 1 under Roof loading Total Defl.(in) 0.183 0.392 Passed(U514) MID Span 1 under Roof loading - Deflection Criteria: STANDARD(LL: U360, TL:U240). = Bracing(Lu): All compression edges (top and bottom) must be braced at 2'8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. Not all products are readily available. Check with your supplier or TJ technical representative for product availability. THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code NER analyzing the TJ Residential product listed above. PROJECT INFORMATION Point Happy - Bldg. 4 & 5 854.27 OPERATOR INFORMATION: B.G. Structural Engineering, Inc. Brian Gottlieb 45-535 Via Corona Indian Wells, CA. 92210 760-568-3553 760-568-5681 Copyright ® 2000 by Trus Joist, a Weyerhaeuser Business. TJ-BeamTM is a trademark of Trus Joist. Parallam@ is a registered trademark of Trus Joist . r C:11-DATAIBGSTRUUobs1Vuksic\Point Happy - Bldg. 4 8 5 854.271B18.bm PROJECT y s ITEM 15 ZZ— t4�C281LIz88� 5`cl� B.G. STRUCTURAL ENGINEERING � 23 �c7^0wo /amt N0. JOB NO.0510'I ZT DATE //, ow. ENGINEER -r Q �ro WL Beam B22 TJ-BeamTM v5.55 Serial Number. 700109817 5.25" x 16" 2.0E Parallam® PSL 3 S BEAMUSA 1111 11/20/2000 1:32:59 PM Page 1 of 1 Build Code: 146 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0 Roof Slope: 0 n n All dimensions are horizontal. LOADS: --- Product Diagram is Conceptual. Analysis for Beam Member Supporting ROOF Application. Tributary Load Width: 1' Loads(psf): 20 Live at 125% duration; 26 Dead; and: TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT Uniform(plf) Roof(1.25) 560 728 0 to 16' Replaces SUPPORTS: INPUT BEARING REACTIONS(lbs.) WIDTH LENGTH LIVE/DEAD/TOT. PLY DEPTH DETAIL 1 2x6 Stud Wall 5.50" 5.5" 4480 / 6034 / 10514 1 16.0" Detail R1 2 2x6 Stud Wall 5.50 5.5" 4480 / 6034 / 10514 1 , 16.0" Detail R1 -See TJ SPECIFIER'S / BUILDER'S GUIDES for detail(s): R1. DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL Shear(lb) 10076 8159 20300 Passed(40%) Moment(ft-Ib) 38625 38625 65538 Passed(59%) Live Defl.(in) 0.217 0.511 Passed(U848) Total Defl.(in) 0.509 0.767 Passed(U361) OTHER SB Shear Blocking SB Shear Blocking LOCATION Lt. end Span 1 under Roof loading MID Span 1 under Roof loading MID Span 1 under Roof loading MID Span 1 under Roof loading - Deflection Criteria: STANDARD(LL: U360, TL:U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2'8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions. have been provided by the software user. This output has not been reviewed by a TJ Associate. - Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -.THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code NER analyzing the TJ Residential product listed above. PROJECT INFORMATION Point Happy - Bldg. 4 & 5 854.27 OPERATOR INFORMATION: B.G. Structural Engineering, Inc. Brian Gottlieb 45-535 Via Corona Indian Wells, CA. 92210 760-568-3553 760-568-5681 Copyrght m 2000 by Trus Joist, a Weyerhaeuser Business. TJ -Beam^' is a trademark of Trus Joist Parallam® is a registered trademark of Trus Joist. C:\1-DATA\BG-STRUUobs\Vuksic\Point Happy - Bldg. 4 & 5 854.27\B21.bm tn-- Beam B23 TJ-BeamTM v5.55 Serial Number 7001D9817 5.25" X 16" 2.0E Parallam® PSL 6 BEAMUSA 1111 11/20/2000 1:41:00 PM Page 1 of 1 Build Code: 146 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0 Roof Slope: 0 �1 n: .n 1 All dimensions are horizontal. Product Diagram is Conceptual. LOADS: 20300 Passed(63%) Analysis for Beam Member Supporting ROOF Application. Tributary Load Width: 1' 65538 Loads(psf): 20 Live at 125% duration; 26 Dead; and: 0.145 TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT 0.314 Uniform(plf) Roof(1.25) 560 728 0 to 2' Replaces Uniform(plf) Roof(1.25) 200 180 2' to 16' Replaces Point(lbs.) Roof(1.25) 4911 6384 2' Adds•to SUPPORTS: INPUT BEARING REACTIONS(lbs.) WIDTH LENGTH LIVE/DEAD/TOT. PLY DEPTH DETAIL OTHER 1 2x6 Stud Wall 5.50" 6.746" 6665 / 8387 / 15051 1 16.0" Detail R1 SB Shear Blocking 2 2x6 Stud Wall 5.50" 5.5" 2166 / 2394 / 4560 1 16.0" Detail R1 SB Shear Blocking - See TJ SPECIFIER'S / BUILDER'S GUIDES for detail(s): R1. - Bearing length requirement exceeds input at support(s) 1. Supplemental hardware is required to Satisfy bearing requirements. DESIGN CONTROLS: MAXIMUM Shear(Ib) 14613 Moment(ft-Ib) 24095 Live Defl.(in) Total Defl.(in) DESIGN CONTROL CONTROL 12696 20300 Passed(63%) 24095 65538 Passed(37%) 0.145 0.511 Passed(U999+) 0.314 0.767 Passed(U586) LOCATION Lt. end Span 1 under Roof loading MID Span 1 under Roof loading MID Span 1 under Roof loading MID Span 1 under Roof loading - Deflection Criteria: STANDARD(LL: U360, TL:U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. - Not all products are readily available. Check with your supplier or TJ technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code NER analyzing the TJ Residential product listed above. PROJECT INFORMATION Point Happy - Bldg. 4 & 5 854.27 OPERATOR INFORMATION: B.G. Structural Engineering, Inc. Brian Gottlieb 45-535 Via Corona Indian Wells, CA, 92210 760-568-3553 760-568-5681 Copyright O 2000 by Trus Joist, a Weyerhaeuser Business. TJ -Beam- is a trademark of Trus Joist. Parallam is a registered trademark of Trus Joist. C:\1-DATA\BG-STRUUobs\Vuksic\Point Happy - Bldg. 4 & 5 854.27\B23.Bm Beam B24 "TJ -Beam .55 Serial Number: 700109617 5.25" x 16" 2.0E Parallarrll® PSL 3 % BEAMUSA 1111 11/24/2000 10:37:28AM Page 1 of 1 Build Code: 146 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0 Roof Slope: 0 F_ n: .n 17' All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis for Beam Member Supporting ROOF Application. Tributary Load Width: 1' Loads(psf): 20 Live at 125% duration; 26 Dead; and: TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT DESIGN Uniform(plf) Roof(1.25) 200 180 0 to 9' 6" Replaces LOCATION Uniform(plf) Roof(1.25) 100 130 9'6" to 17' Replaces 20300 Point(lbs.) Roof(1.25) 4911 , 6384 8' Adds to Moment(ft-Ib) 57637 SUPPORTS: 65538 Passed(88%) INPUT BEARING REACTIONS(lbs.) 0.319 WIDTH LENGTH LIVE/DEAD/TOT. PLY DEPTH DETAIL OTHER 1 . 2x6 Stud Wall 5.50" 5.5" 4149 / 5062 / 9211 1 16.0" Detail R1 SB Shear Blocking 2 2x6 Stud Wall 5.50" 5.5" 3412 / 4453 / 7866 1 16.0" Detail R1 SB Shear Blocking - See TJ SPECIFIER'S / BUILDER'S GUIDES for detail(s): R1. DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) 9075 8483 20300 Passed(42%) Lt. end Span 1 under Roof loading Moment(ft-Ib) 57637 57637 65538 Passed(88%) MID Span 1 under Roof loading Live Defl.(in) 0.319 0.544 Passed(U614) MID Span 1 under Roof loading Total Defl.(in) 0.723 0.817 Passed(U271) MID Span 1 under Roof loading - Deflection Criteria: STANDARD(LL: U360, TL:U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. - Not all products are readily available. Check with your supplier or TJ technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code NER analyzing the TJ Residential product listed above. PROJECT INFORMATION Point Happy - Bldg. 4 & 5 854.27 OPERATOR INFORMATION: B.G. Structural Engineering, Inc. Brian Gottlieb 45-535 Via Corona Indian Wells, CA. 92210 760-568-3553 760-568-5681 Copyright O 2000 by Trus Joist, a Weyerhaeuser Business. TJ-BeamTM is a trademark of Trus Joist. ParallamV is a registered trademark of Trus Joist. C:11-DATAM3G-STRUVobs%VuksiclPoint Happy - Bldg. 4 & 5 854271B24.Bm PROJECT rip/ovr S ITEM E [L- . S R.G. STRUCTURAL ENGINEERING SHEET NO. .3�A JOB NO. gG,+ 7 DATE // � ZS / /i5;� - L/O A - t3- - � lZ�� IZs'g� Beam B25 .4 � I er4 W,?� TJ-BeamTm v5.55 Serial Number. 700109817 5.25 x 14 2.0E Parallam® PSL 311 BEAMUSA 1111 11/20/2000 2:40:12 PM Page 1 or 1 Build Code: 146 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0 Roof Slope: 0 16'6" All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis for Beam Member Supporting ROOF Application. Tributary Load Width: 1' Loads(psf): 20 Live at 125% duration; 26 Dead; and: TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT Uniform(plf) Roof(1.25) 360 468, 0 to 16'6" Replaces SUPPORTS: INPUT BEARING ' REACTIONS(lbs.) WIDTH LENGTH LIVE/DEAD/TOT. PLY DEPTH DETAIL 1 2x6 Stud Wall 5.50" 5.5" 2970 / 4051 ! 7021 1 14.0" Detail R1 2 2x6 Stud Wall 5.50" 5.5" 2970 / 4051 ! 7021 1 14.0" Detail R1 - See TJ SPECIFIER'S / BUILDER'S GUIDES for detail(s): R1. DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL Shear(lb) 6737 5638 17762 Passed(32%) Moment(ft-lb) 26667 26667 50928 Passed(52%) Live Defl.(in) 0.230 0.528 Passed(U827) Total Defl.(in) 0.543 0.792 Passed(U350) OTHER SB Shear Blocking SB Shear Blocking LOCATION Lt. end Span 1 under Roof loading MID Span 1 under Roof loading MID Span 1 under Roof loading MID Span 1 under Roof loading - Deflection Criteria: STANDARD(LL: U360, TL:U240). Bracing(Lu): All compression edges (top and bottom) must be braced at 2'8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. - Not all products are readily available. Check with your supplier or TJ technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code NER analyzing the TJ Residential product listed above. PROJECT INFORMATION Point Happy - Bldg. 4 & 5 854.27 OPERATOR INFORMATION: B.G. Structural Engineering, Inc. Brian Gottlieb 45-535 Via Corona Indian Wells, CA. 92210 760-568-3553 760-568-5681 Copyright O 2000 by Trus Joist, a Weyerhaeuser Business. TJ -Beam"' is a trademark of Trus Joist. Parallam® is a registered trademark of Trus Joist. C:11-0ATA%BG-STRWobslVuksic'Point Happy - Bldg. 4 & 5 854.271B23.bm �f .nBeam B26 i �� a� R TJ -Beam v5.55 SerialNumber.700109817 5.25" x 14" 2.0E Parallam0 PSL BEAMUSA 1111 11/202000 2:42:56 PM Page 1 of 1 Build Code: 146 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0 Roof Slope: 0 n: :n All dimensions are horizontal. 7' Product Diagram is Conceptual. LOADS: Analysis for Beam Member Supporting ROOF Application. Tributary Load Width: 1' Loads(psf): 20 Live at 125% duration; 26 Dead; and: TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT Tapered(plf) Roof(1.25) 360 to 60 468 to 78 0 to 17' Replaces Point(lbs.) Roof(1.25) 2254 2931 12'6" Adds to SUPPORTS: INPUT BEARING REACTIONS(lbs.) WIDTH LENGTH LIVE/DEAD/TOT. PLY DEPTH DETAIL OTHER 1 2x6 Stud Wall 5.50" 5.5" 2801 / 3837 / 6639 1 14.0" Detail R1 SB Shear Blocking 2 2x6 Stud Wall 5.50" 5.5" 3023 / 4125 / 7148 1 14.0" Detail R1 SB Shear Blocking - See TJ SPECIFIER'S / BUILDER'S GUIDES for detail(s): R1. DESIGN CONTROLS: MAXIMUM Shear(lb) 7092 Moment(ft-Ib) 28465 Live Defl.(in) Total Defl.(in) DESIGN CONTROL CONTROL 6833 17762 Passed(38%) 28465 50928 Passed(56%) 0.262 0.544 Passed(U749) 0.619 0.817 Passed(U317) LOCATION Rt. end Span 1 under Roof loading MID Span 1 under Roof loading MID Span 1 under Roof loading MID Span 1 under Roof loading - Deflection Criteria: STANDARD(LL: U360, TL:U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2'8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. - Not all products are readily available. Check with your supplier or TJ technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code NER analyzing the TJ Residential product listed above. PROJECT INFORMATION OPERATOR INFORMATION: Point Happy - Bldg. 4 & 5 B.G. Structural Engineering, Inc. 854.27 Brian Gottlieb 45-535 Via Corona Indian Wells, CA. 92210 760-568-3553 760-568-5681 Copyright O 2000 by Trus Joist. a Weyerhaeuser Business. , TJ -Beam^' is a trademark of Trus Joist. Parallam® is a registered trademark of Trus Joist. C:\1-DATA\BGSTRU\Jobs\Vuksic\Point Happy - Bldg. 4 8 5 854.271825.bm B.G. Structural Engineering, Inc. Title : Point Happy - Bldg. 4 8 5 Job # 854.27 45-535 Via Corona Dsgnr: BG Date: 2:44PM, 20 NOV 00 : l Indian Wells, CA 92210 Description (760) 568-3553 Scope: (760) 568-5681 FAX Rev. 510300 User. KW-M3989.Ve 5.1.3.22-Jun-1999.Win32 General Timber Beam Page 1 (c) 1983.99 ENERCtLLC c:leclvuksic 854-27.ecw.Analvs1s Description Beam B27 General Information Span= 10.50ft, Beam Width = 5.500in x Depth = 7.5in, Ends are Pin -Pin Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x8 Dead Load Center Span 10.50 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 7.500 in Right Cantilever ft .....Lu 0.00 ft Member Type _ Sawn Douglas Fir - Larch (North), No.1 Bm Wt. Added to Loads 0.0 Fb Base Allow 1,300.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 34.000 pcf E 1,600.0 ksi Full Lengh Uniform Loads Center DL 130.00 #/ft LL 100.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Center Span... Span= 10.50ft, Beam Width = 5.500in x Depth = 7.5in, Ends are Pin -Pin Total Load Left Cantilever... Dead Load Total Load Deflection Max Stress Ratio 0.473 : 1 Deflection 0.000 in 0.000 in ...Location 5.250 ft 5.250 ft Maximum Moment 0.0 3.3 k -ft Maximum Shear * 1.5 1.7 k Right Cantilever... 1.68 k Allowable Area Required 7.0 k -ft 15.779 in2 Allowable 0.000 in 4.4 k 106.25 psi Max. Positive Moment 3.30 k -ft at 5.250 ft Shear. @ Left 1.26 k 0.366 in Max. Right Reaction. Max. Negative Moment 0.00 k -ft at 10.500 ft @ Right 1.26 k Ck 25.448 Le 0.000 ft Max @ Left Support 0.00 k -ft 41.250 in2 Camber. @ Left 0.000 in 0.000 Max @ Right Support 0.00 k -ft @ Center 0.185 in Max. M allow - 6.98 Reactions... @ Right 0.000 in fb 768.91 psi tv 40.64 psi Left DL 0.73 k Max 1.26 k Fb , 1,625.00 psi Fv 106.25 psi Right DL 0.73 k Max 1.26k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.124 in -0.212 in Deflection 0.000 in 0.000 in ...Location 5.250 ft 5.250 ft ...Length/Defl 0.0 0.0 ...Length/Deft 1,020.0 594.55 Right Cantilever... 1.68 k Area Required 15.779 in2 15.779 in2 Deflection 0.000 in 0.000 in 106.25 psi Bearing @ Supports ...Length/Defl 0.0 0.0 Stress Calcs 1.26 k Bearing Length Req'd 0.366 in Max. Right Reaction. 1.26 k Bending Analysis 0.366 in Ck 25.448 Le 0.000 ft Sxx 51.563 in3 Area 41.250 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Req'd Allowable fb @ Center 3.30 k -ft 24.40 in3 1,625.00 psi @ Left Support 0.00 k -ft 0.00 in3 1,625.00 psi @ Right Support 0.00 k -ft 0.00 in3 1,625.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.68 k 1.68 k Area Required 15.779 in2 15.779 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 1.26 k Bearing Length Req'd 0.366 in Max. Right Reaction. 1.26 k Bearing Length Req'd 0.366 in 'V*�� C( idol 1..OW2 ►�- �d 7 TOXIC M 4240-!! 31tl0 1'?' *Y7 9 'ON SOr Z'p 'ON 133HS 9NI933NION3 ivnnl3nnis loge s S W311 5 � � 133fOVd Beam 628 TJ -Beam -v5.55 Serial Number700109817 5.25" x 9.5" 2.0E Parallam® PSL BEAMUSA 1111 11/20/2000 3:24:36 PM Page 1 of 1 Build Code: 146 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0 Roof Slope: 0 All dimensions are horizontal. n: .n Product Diagram is Conceptual. LOADS: Analysis for Beam Member Supporting ROOF Application. Tributary Load Width: 1' Loads(psf): 20 Live at 125% duration; 26 Dead; and: TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT Uniform(plf) Roof(1.25) 320 416 0 to 12' Replaces SUPPORTS: INPUT BEARING REACTIONS(lbs.) WIDTH LENGTH LIVE/DEAD/TOT. PLY DEPTH DETAIL 1 2x6 Stud Wall 5.50" 5.5" 1920 / 2590 / 4510 1 9.5" Detail R1 • 2 2x6 Stud Wall 5.50" 5.5" 1920 / 2590 / 4510 1 9.5" Detail R1 - See TJ SPECIFIER'S / BUILDER'S GUIDES for detail(s): R1. DESIGN CONTROLS: MAXIMUM Shear(lb) 4259 Moment(ft-Ib) 12067 Live Defl.(in) Total Defl.(in) DESIGN CONTROL CONTROL LOCATION OTHER SB Shear Blocking SB Shear Blocking 3570 12053 Passed(30%) Lt. end Span 1 under Roof loading 12067 24482 Passed(49%) MID Span 1 under Roof loading 0.170 0.378 Passed(L/799) MID Span 1 under Roof loading 0.400 0.567 Passed(U340) MID Span 1 under Roof loading - Deflection Criteria: STANDARD(LL: U360, TL:U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2'8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. - Not all products are readily available. Check with your supplier or TJ technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code NER analyzing the TJ Residential product listed above. PROJECT INFORMATION Point Happy - Bldg. 4 & 5 854.27 OPERATOR INFORMATION: B.G. Structural Engineering, Inc. Brian Gottlieb 45-535 Via Corona Indian Wells, CA. 92210 760-568-3553 760-568-5681 Copyright O 2000 by Trus Joist, a Weyerhaeuser Business. TJ -Beam"' Is a trademark of Trus Joist. Parallam® is a registered trademark of Trus Joist. CAI-DATA%BG-STRUUobsWuksic%Point Happy - Bldg. 4 & 5 854271B26.bm B.G. Structural Engineering, Inc. 45-535 Via Corona Indian Wells, CA 92210 (760) 568-3553 (760) 568-5681 FAX Title : Point Happy - Bldg. 4 & 5 Dsgnr: BG Description Scope : Job # 854.27 Date: 3:09PM, 20 NOV 00 J LsRev: 510300 I ..KW.OW3989.Ver 5.1.3.22Jun1999,Win32 General Timber Beam Page 1 c) 198399 ENERCALC c:\ec\vuksic 854-27.ecw:Calculations Description Beam B29 General Information Span= 12.00ft, Beam Width = 5.500in x Depth = 9.5in, Ends are Pin -Pin Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x10 Dead Load Center Span 12.00 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 It Beam Depth 9.500 in Right Cantilever It .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch (North), No.1 Bm Wt. Added to Loads 0.0 Fb Base Allow 1,300.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 34.000 pcf E 1,600.0 ksi Trapezoidal Loads #1 DL @ Left 156.00 #/ft LL @ Left 120.00 #/ft Start Loc 0.000 ft DL @ Right 78.00 #/ft LL @ Right 60.00 #/ft End Loc 0.000 It Beam Design OK Center Span... Span= 12.00ft, Beam Width = 5.500in x Depth = 9.5in, Ends are Pin -Pin Total Load Left Cantilever... Dead Load Total Load Deflection Max Stress Ratio 0.353 : 1 Deflection 0.000 in 0.000 in ...Location 5.952 ft 5.904 ft Maximum Moment 0.0 4.0 k -ft Maximum Shear 1.5 1.9 k Right Cantilever... 1.59 k Allowable Area Required 11.2 k -ft 14.953 in2 Allowable 0.000 in 5.6 k 106.25 psi Max. Positive Moment 3.96 k -ft at 5.664 ft Shear. @ Left 1.45 k 0.423 in Max. Right Reaction Max. Negative Moment 0.00 k -ft at 0.000 It @ Right 1.18 k Ck 25.448 Le 0.000 ft Max @ Left Support 0.00 k -ft 52.250 in2 Camber. @ Left 0.000 in 0.000 Max @ Right Support 0.00 k -ft @ Center 0.144 in Max. M allow 11.20 Reactions... @ Right 0.000 in fb 574.23 psi tv 35.48 psi Left DL 0.85 k Max 1.45 k Fb 1,625.00 psi Fv 106.25 psi Right DL 0.70 k Max 1.18k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.096 in -0.163 in Deflection 0.000 in 0.000 in ...Location 5.952 ft 5.904 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,500.2 884.62 Right Cantilever... 1.59 k Area Required 17.449 in2 14.953 in2 Deflection 0.000 in 0.000 in 106.25 psi Bearing @ Supports ...Length/Deft 0.0 0.0 Stress Calcs 1.45 k Bearing Length Req'd 0.423 in Max. Right Reaction 1.18 k Bending Analysis 0.343 in Ck 25.448 Le 0.000 ft Sxx 82.729 in3 Area 52.250 in2 Cf 1.000 Rb 0.000 CI 0.000 Max Moment Sxx Read Allowable fb @ Center 3.96 k -ft 29.23 in3 1,625.00 psi @ Left Support 0.00 k -ft 0.00 in3 1,625.00 psi @ Right Support 0.00 k -ft 0.00 in3 1,625.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.85 k 1.59 k Area Required 17.449 in2 14.953 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 1.45 k Bearing Length Req'd 0.423 in Max. Right Reaction 1.18 k Bearing Length Req'd 0.343 in ex Beam B30 TJ -Beam- v5.55^ Seminal Number. 700109817 5.25" x 14" 2.0E Parallam® PSL 40 BEAMUSA 1111 11/20/2000 3:33:57 PM Page 1 of 1 Build Code: 146 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0 Roof Slope: 0 - Deflection Criteria: STANDARD(LL: U360, TL:U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2'8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. - Not all products are readily available. Check with your supplier or TJ technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. Allowable Stress Design methodology was used for Code NER analyzing the TJ Residential product listed above. PROJECT INFORMATION Point Happy - Bldg. 4 & 5 854.27 OPERATOR INFORMATION: B.G. Structural Engineering, Inc. Brian Gottlieb 45-535 Via Corona Indian Wells, CA. 92210 760-568-3553 760-568-5681 Copyright O 2000 by Trus Joist. a Weyerhaeuser Business. TJ -Beam"' is a trademark of Trus Joist. Parallam® is a registered trademark of Trus Joist. C:\1-DATA\BGSTRWobswuksic\Point Happy - Bldg. 4 & 5 8542AB28.bm I 1 n: :n 16' All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis for Beam Member Supporting ROOF Application. Tributary Load Width: 1' Loads(psf): 20 Live at 125% duration; 26 Dead; and: TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT Tapered(psf) Roof(1.25) 360 to 60 468 to 78 0 to 13' Replaces Uniform(plf) Roof(1.25). 60 78 13' to 16' Replaces Point(lbs.) Roof(1.25) 2254 2931 5' Adds to Point(lbs.) Roof(1.25) 1087 1413 13' Adds to SUPPORTS:, INPUT BEARING REACTIONS(lbs.) WIDTH LENGTH LIVE/DEAD/TOT. PLY DEPTH DETAIL OTHER 1 2x6 Stud Wall 5.50" 5.5" 3677 / 4965 / 8642 1 14.0" Detail R1 SB Shear Blocking 2 2x6 Stud Wall 5.50" 5.5" 2574 / 3530 / 6104 1 14.0" Detail R1 SB Shear Blocking - See TJ SPECIFIER'S / BUILDER'S GUIDES for detail(s): R1. DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) 8361 7329 17762 Passed(41%) Lt. end Span 1 under Roof loading Moment(ft-Ib) 30845 30845 50928 Passed(61%) MID Span 1 under Roof loading Live Defl.(in) 0.238 0.511 Passed(L/773) MID Span 1 under Roof loading Total Defl.(in) 0.560 0.767 Passed(U328) MID Span 1 under Roof loading - Deflection Criteria: STANDARD(LL: U360, TL:U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2'8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. - Not all products are readily available. Check with your supplier or TJ technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. Allowable Stress Design methodology was used for Code NER analyzing the TJ Residential product listed above. PROJECT INFORMATION Point Happy - Bldg. 4 & 5 854.27 OPERATOR INFORMATION: B.G. Structural Engineering, Inc. Brian Gottlieb 45-535 Via Corona Indian Wells, CA. 92210 760-568-3553 760-568-5681 Copyright O 2000 by Trus Joist. a Weyerhaeuser Business. TJ -Beam"' is a trademark of Trus Joist. Parallam® is a registered trademark of Trus Joist. C:\1-DATA\BGSTRWobswuksic\Point Happy - Bldg. 4 & 5 8542AB28.bm PROJECT . ITEM BASTRUCTU RAL -ENGINEERING + '7" SHEET NO. 70B NO. -Z-7 DATE. ENGINEER IA Z3 03¢ Z3o3¢ J-0;�r -7 -A f 5L- B.G. Structural Engineering, Inc. Title : Point Happy - Bldg. 4 & 5 Job # 854.27 45-535 Via Corona Dsgnr: BG Date: 4:02PM, 20 NOV 00 Indian Wells, CA 92210 Description (760) 568-3553 Scope: (760) 568-5681 FAX Us510300 er.KW.OW3989, Ver 5.1.3.22-J-1999. Win32 General Timber Beam Page 1 (c) 198399 ENERCALC c:\ec\vuksic 854-27.ecw:Calculations .Description Beam B31 General Information 0.698 : 1 Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x12 Dead Load Center Span 9.00 it .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 It Beam Depth 11.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch (North), NO Bm Wt. Added to Loads Start Loc Fb Base Allow 1,300.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 34.000 pd E 1,600.0 ksi Point Loads Live Load 1,469.0 lbs lbs lbs lbs lbs lbs lbs ...distance 4.500 ft 0.000 it 0.000 ft 0.000 ft 0.000 it 0.000 it 0.000ft Summary Beam Design OK Span= 9.00ft, Beam Width = 5.500in x Depth = 11.5in, Ends are Pin -Pin Max Stress Ratio 0.698 : 1 Total Load Left Cantilever... Dead Load Total Load Trapezoidal Loads -0.082 in 11.5 k -ft Maximum Shear 1.5 4.5 k #1 DL @ Left 214.00 #/ft LL @ Left 60.00 #/ft Start Loc 0.000 ft DL @ Right 292.00 #/ft LL @ Right 120.00 #/ft End Loc 4.500 ft #2 DL @ Left 292.00 #/ft LL @ Left 120.00 #/ft Start Loc 4.500 ft DL @ Right 214.00 #/ft LL @ Right 60.00 #/ft End Loc 9.000 ft Point Loads Live Load 1,469.0 lbs lbs lbs lbs lbs lbs lbs ...distance 4.500 ft 0.000 it 0.000 ft 0.000 ft 0.000 it 0.000 it 0.000ft Summary Beam Design OK Span= 9.00ft, Beam Width = 5.500in x Depth = 11.5in, Ends are Pin -Pin Max Stress Ratio 0.698 : 1 Total Load Left Cantilever... Dead Load Total Load Maximum Moment -0.082 in 11.5 k -ft Maximum Shear 1.5 4.5 k Allowable 4.500 ft 16.4 k -ft ...Length/Defl Allowable 0.0 6.7 k Max. Positive Moment 11.46 k -ft at 4.500 ft Shear. @ Left 3.30 k Max. Negative Moment 0.00 k -ft at 9.000 it 106.25 psi @ Right 3.30 k Max @ Left Support 0.00 k -ft 0.0 Stress Calcs Camber. @ Left 0.000 in Max @ Right Support 0.00 k -ft Bending Analysis 0.960 in @ Center 0.123 in Max. M allow 16.42Reactions... ,Le 0.000 it Sxx 121.229 in3 Area @ Right 0.000 in fb 1,134.35 psi tv 71.53 psi Left DL 2.16 k Max 3.30 k Fb 1,625.00 psi Fv 106.25 psi Right DL 2.16 k Max 3.30k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.082 in -0.129 in Deflection 0.000 in 0.000 in .-.Location 4.500 ft 4.500 it ...Length/Defl 0.0 0.0 ...Length/Defl 1,319.5 834.36 Right Cantilever... 4.52 k Area Required 42.583 in2 42.583 in2 Deflection 0.000 in 0.000 in 106.25 psi Bearing @ Supports ...Length/Defl 0.0 0.0 Stress Calcs 3.30 k Bearing LengthReq'd 0.960 in Max. Right Reaction 3.30 k Bending Analysis 0.960 in Ck 25.448 ,Le 0.000 it Sxx 121.229 in3 Area 63.250 in2 Cf 1.000 Rb 0.000 CI 0.000 Max Moment Sxx Rea'd Allowable fb @ Center 11.46 k -ft 84.63 in3 1,625.00 psi @ Left Support 0.00 k -ft 0.00 in3 1,625.00 psi @ Right Support 0.00 k -ft 0.00 in3 1,625.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 4.52 k 4.52 k Area Required 42.583 in2 42.583 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 3.30 k Bearing LengthReq'd 0.960 in Max. Right Reaction 3.30 k Bearing Length Req'd 0.960 in B.G. Structural Engineering, Inc. Title: Point Happy - Bldg. 4 & 5 Job # 854.27 45-535 Via Corona Dsgnr: BG Date: 4:04PM, 20 NOV 00 A Q Indian Wells, CA 92210 Description (760) 568-3553 Scope (760) 568-5681 FAX Rev: 510300 User.KW-0603989. Ver 5.1.3,22-Jun1999,Win32 General Timber Beam Page 1 (c) 1983-99 ENERCALC c:\ec\vuksic 854-27.ecw:Calculations Description Beam B32 General Information 0.545 : 1 Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x8 Center Span 9.00 It .....Lu 0.00 It Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 It Beam Depth 7.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch (North), No.1 Bm Wt. Added to Loads End Loc Fb Base Allow 1,300.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 34.000 pcf E 1,600.0 ksi Trapezoidal Loads 0.545 : 1 Maximum Moment 3.8 k -ft #1 DL @ Left 214.00 #/ft LL @ Left 60.00 #/ft Start Loc 0.000 It DL @ Right 292.00 #/ft LL @ Right 120.00 #/ft End Loc 4.500 ft #2 DL @ Left 292.00 #/ft LL @ Left 120.00 #/ft Start Loc 4.500 ft DL @ Right 214.00 #/ft LL @ Right 60.00 #/ft End Loc 9.000 ft Span= 9.00ft, Beam Width = 5.500in x Depth = 7.5in, Ends are Pin -Pin Max Stress Ratio 0.545 : 1 Maximum Moment 3.8 k -ft Maximum Shear " 1. Allowable 7.0 k -ft Allowable Max. Positive Moment 3.80 k -ft at 4.500 ft Shear. Max. Negative Moment 0.00 k -ft at 9.000 ft Max @ Left Support 0.00 k -ft Camber. Max @ Right Support 0.00 k -ft Max. M allow 6.98 Reactions... fb 885.38 psi tv 51.20 psi Left DL Fb 1,625.00 psi Fv 106.25 psi Right DL Deflections Beam Design OK 5 2.1 k 4.4 k @ Left 1.59 k @ Right 1.59 k @ Left 0.000 in @ Center 0.196 in @ Right 0.000 in 1.18 k Max 1.59 k 1.18 k Max 1.59 k Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.131 in -0.178 in Deflection 0.000 in 0.000 in ...Location 4.500 It 4.500 It ...Length/Defl 0.0 0.0 ...Length/Defl 827.1 608.35 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcs Bending Analysis Ck 25.448 Le 0.000 ft Sxx 51.563 in3 Area 41.250 int Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Reo'd Allowable fb @ Center 3.80 k -ft 28.09 in3 1,625.00 psi @ Left Support 0.00 k -ft 0.00 in3 1,625.00 psi @ Right Support 0.00 k -ft 0.00 in3 1,625.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.11 k 2.11 k Area Required 19.877 in2 19.877 int Fv: Allowable 106.25 psi 10625 psi Bearing @ Supports Max. Left Reaction 1.59 k Bearing Length Req'd 0.462 in Max. Right Reaction 1.59 k Bearing Length Req'd 0.462 in 1.18 k Max 1.59 k 1.18 k Max 1.59 k Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.131 in -0.178 in Deflection 0.000 in 0.000 in ...Location 4.500 It 4.500 It ...Length/Defl 0.0 0.0 ...Length/Defl 827.1 608.35 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcs Bending Analysis Ck 25.448 Le 0.000 ft Sxx 51.563 in3 Area 41.250 int Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Reo'd Allowable fb @ Center 3.80 k -ft 28.09 in3 1,625.00 psi @ Left Support 0.00 k -ft 0.00 in3 1,625.00 psi @ Right Support 0.00 k -ft 0.00 in3 1,625.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.11 k 2.11 k Area Required 19.877 in2 19.877 int Fv: Allowable 106.25 psi 10625 psi Bearing @ Supports Max. Left Reaction 1.59 k Bearing Length Req'd 0.462 in Max. Right Reaction 1.59 k Bearing Length Req'd 0.462 in Max Moment Sxx Reo'd Allowable fb @ Center 3.80 k -ft 28.09 in3 1,625.00 psi @ Left Support 0.00 k -ft 0.00 in3 1,625.00 psi @ Right Support 0.00 k -ft 0.00 in3 1,625.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.11 k 2.11 k Area Required 19.877 in2 19.877 int Fv: Allowable 106.25 psi 10625 psi Bearing @ Supports Max. Left Reaction 1.59 k Bearing Length Req'd 0.462 in Max. Right Reaction 1.59 k Bearing Length Req'd 0.462 in 4nBeam B33 TJ -Beam- v5.55 Serial Number. 700109817 7 x 30 Parallam® PSL Commercial Beam `fig BEAMUSA 1111 12/8/2000 3:51:23 PM Page 1 of 1 Build Code: 146 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0 Roof Slope: 0 . . F-- [2] 30' All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis for Beam Member Supporting ROOF Application. Tributary Load Width: 1' Loads(psf): 20 Live at 125% duration; 26 Dead; and: TYPE CLASS ' LIVE DEAD LOCATION APPLICATION COMMENT Uniform(plf) Roof(1.25) 660 810 0 to 30' Replaces SUPPORTS: INPUT BEARING REACTIONS(lbs.) WIDTH LENGTH LIVE/DEAD/TOT. PLY DEPTH DETAIL OTHER 1 2x6 Stud Wall 5.50" 7.743" 9900 / 13134 / 23034 1 30.0" Blocking 2 2x6 Stud Wall 5.50" 7.743" 9900 / 13134 / 23034 1 30.0" Blocking - Bearing length requirement exceeds input at support(s) 1, 2. Supplemental hardware is required to satisfy bearing requirements. DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) 22522 18491 50750 Passed(36%) Lt. end Span 1 under Roof loading Moment(ft-Ib) 165165 165165 286488 Passed(58%) MID Span 1 under Roof loading Live Defl.(in) 0.388 0.978 Passed(U907) MID Span 1 under Roof loading Total Defl.(in) 0.903 1.467 Passed(U390) MID Span 1 under Roof loading - Deflection Criteria: STANDARD(LL: U360, TL:U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2'8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software.will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. - Not all products are readily available. Check with your supplier or TJ technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code NER analyzing the TJ Commercial product listed above. PROJECT INFORMATION Point Happy - Bldg. 4 & 5 854.27 OPERATOR INFORMATION: B.G. Structural Engineering, Inc. Brian Gottlieb 45-535 Via Corona Indian Wells, CA. 92210 760-568-3553 760-568-5681 Copyright O 2000 by Trus Joist, a Weyerhaeuser Business. TJ -Beam^' is a trademark of Trus Joist. Parallam® is a registered trademark of Trus Joist. C:\1-DATAWG-STRUUobsWuksic\Point Happy - Bldg. 4 8 5 854.271B33.bm "UD WALL ALLOWABLE VERTICAL LOADS(cd=1.33) .i Z/7/2000 STUD GRADE Le / d Fce(psi) 2 X 6 Studs @ 12 o/c Fb= 675 psi (Base) b= 1.5 in. Cf= 1.00 (for Fb) d= 5.5 in. Fc= 825 psi A= 8.25 in.^2 Cf= 1.00 (for Fc) S= 7.56 in.^3 FC -L= 625 psi 1= 20.80 in.^4 E= 1400 ksi SPACING= 12 :in. o/c Fb'= 1032 psi Cr-- 1.15 WIND LOAD Ce = 1.06 Cq = 1.4 Qs = 12.6 psf I= 1.00 HORIZ. LOAD= 18.698 psf g ST6.0 (EXP. C) (70 MPH) MAX. ALLOW VERTICAL LOAD Le (ft) Le / d Fce(psi) Fc (psi) M ("Ib) fb fc (psi) 10 21.82 882 589 2805 371 396 11 24.00 729 534 3394 449 301 12 26.18 613 480 4039 534 224 13 28.36 522 429 4740 627 160 14 30.55 450 384 5497 727 108 15 32.73 392 343 6311 834 65 16 34.91 345 308 7180 949 26 17 37.09 305 277 8106 1072 N.G. 18 39.27 272 250 9087 1202 N.G. 19 41.45 244 227 10125 1339 N.G. 20 43.64 221 207 11219 1484 N.G. 21 45.82 200 189 12369 1636 N.G. 22 48.00 182 173 13575 1795 N.G. 22.92 50.00 168 160 14730 1948 N.G. #2 GRADE Fb= 875 psi (Base) Cf= 1.30 (for Fb) Fc= 1300 psi Cf-- 1.10 (for Fc) Fc_L= 625 psi E= 1600 ksi Fb'= 1740 psi W/ WIND TL ONLY W(I o W( I 3267 4857 2484 4403 1845 3956 1324 3540 895 3164 532 2832 211 2541 N.G. N.G. N.G. N.G. N.G. N.G. N.G. N.G. N.G. N.G. N.G. N.G. N.G. N.G. BEARING PERPENDICULAR TO GRAIN: .04" Fc _L 625 psi 5156 .02" Fc _L 456 psi 3764 MAX. ALLOW VERTICAL LOAD Le (ft) Le / d Fce(psi) Fc (psi) M ("Ib) fb fc (psi) 10 21.82 1008 803 2805 371 597 11 24.00 833 699 3394 449 471 12 26.18 700 610 4039 534 373 13 28.36 597 533 4740 627 295 14 30.55 514 469 5497 727 234 15 32.73 448 414 6311 834 184 16 34.91 394 368 7180 949 143 17 37.09 349 329 8106 1072 109 -18 39.27 311 296 9087 1202 80 19 41.45 279 267 10125 1339 55 20 43.64 252 242 11219 1484 33 21 45.82 229 221 12369 1636 13 22 48.00 208 202 13575 1795 N.G. 22.92 50.00 192 186 14730 1948 N.G. W/ WIND TL ONLY W I W pl 4926 6623 3888 5770 3076 5029 2436 4399 1926 3867 1514 3418 1177 3039 896 2716 659 2440 454 2203 273 1998 107 1820 N.G. N.G. N.G. N.G. TUD WALL ALLOWABLE VERTICAL LOADS(cd=1.33) 2/7/2000 STUD GRADE Le / d Fce(psi) 2 X 6@ 16" O/C Fb= 675 psi (Base) b= 1.5 in. Cf= 1.00 (for Fb) d= 5.5 in. Fc= 825 psi A= 8.25 in.^2 Cf= 1.00 (for Fc) S= 7.56 in.^3 Fc -L= 625 psi 1= 20.80 in.^4 E= 1400 ksi SPACING= 16 in. o/c Fb'= 1032 psi Cr- 1.15 ST6.0 WIND LOAD Ce = 1.06 (EXP. C) Cq = 1.4 Qs = 12.6 psf (70 MPH) I= 1.00 HORIZ. LOAD = 18.698 psf - MAX. ALLOW VERTICAL LOAD Le (ft) Le / d Fce(psi) Fc (psi) M ("Ib) fb fc (psi) 10 21.82 882 589 3740 495 328 11 24.00 729 534 4525 598 231 12 26.18 613 480 5385 712 151 13 28.36 522 429 6320 836 84 14 30.55 450 384 7330 969 26 15 32.73 '392 343 8414 1113 N.G. 16 34.91 345 308 9574 1266 N.G. 17 37.09 305 277 10808 1429 N.G. 18 39.27 272 250 12117 1602 N.G. 19 41.45 244 227 13500 1785 N.G. 20 43.64 221 207 14959 1978 N.G. 21 45.82 200 189 16492 2181 N.G. 22 48.00 182 173 18100 2393 N.G. 22.92 50.00 168 160 19640 2597 N.G. #2 GRADE TL ONLY Fb= 875 psi (Base) Cf-- 1.30 (for Fb) Fc= 1300 psi Cf-- 1..10 (for Fc) FcJ_= 625 psi E= 1600 ksi Fb'= 1740 psi W/ WIND TL ONLY W plf) W (pip 2027 3643 1427 3302 935 2967 523 2655 160 2373 N.G. N.G. N.G. N.G. N.G. N.G. N.G. N.G. N.G. N.G. N.G. N.G. N.G. N.G. N.G. N.G. N.G. N.G. BEARING PERPENDICULAR TO GRAIN: .04 Fc _L 625 psi 3867 .02" Fc _L 456 psi 2823 MAX. ALLOW VERTICAL LOAD Le (ft) Le / d Fce(psi) Fc (psi) M ("Ib) fb fc (psi) 10 21.82 1008 803 3740 495 539 11 24.00 833 699 4525 598 415 12 26.18 700 610 5385 712 318 13 28.36 597 533 6320 836 242 14 30.55 514 469 7330 969 181 15 32.73 448 414 8414 1113 131 16 34.91 394 368 9574 1266 90 17 37.09 349 329 .10808 1429 54 18 39.27 311 296 12117 1602 23 19 41.45 279 267 13500 1785 N.G. 20 43.64 252 242 14959 1978 N.G. 21 45.82 229 221 16492 2181 N.G. 22 48.00 208 202 18100 2393 N.G. 22.92 50.00 192 186 19640 2597 N.G. W/ WIND TL ONLY W I W I 3336 4967 2567 4328 1968 3772 1496 3299 1119 2900 812 2564 556 2279 337 2037 142 1830 N.G. N.G. N.G. N.G. N.G. N.G. N.G. N.G. N.G. N.G. B.G, STRUCTURAL ENGINEERING DATE 4 nkp/ STRUCTURAL ENGINEERING MA :T N0. c O . N0. PROJECT f �i.v� SPY ITEM L LJ rA F S G 1. B.G. STRUCTURAL ENGINEERING M /tSt 3 G yo/ ts :x60 * Fo's-r t SHEET NO. S r JOB NO.S*4., 2 •� DATE ENGINEER Q/ � < < /¢1&0Ar- 97 WOOD POST (6X WALL) 11/21/2000 STUD GRADE 2X6 d= 5.5 IN. 2-2X6 Fc= 825 PSI AREA Fce E= 1.4 X 10^6 PSI L Ud psi Cd= 1.00 5 10.91 3529 Cf-- 1.10 6 13.09 2451 11.73 14.08 7 15.27 1801 824 6.80 8 17.45 1379 15.86 20.39 9 19.64 1089 10.80 12.97 10 21.82 882 ' 6.09 11 24.00 729 14.20 G 12 26.18 613 9.36 11.23 13 28.36 522 618 5.10 14 30.55 450 11.90 15.30 15 32.73 392 7.63 9.15 16 34.91 345 494 4.08 18 39.27 272 9.52 12.24 20 43.64 221 6.04 7.25 22 48.00 182 391 3.23 5.38 6.45 D.F. #2 9.68 d= 5.5 IN. 2.88 Fc= 1300 PSI 6.71 Fce E= 1.6 X 10^6 PSI L Ud psi Cd= 1.00 5 10.91 4033 Cf-- 1.10 6 13.09 2801 208 1.72 7 15.27 2058 4.01 5.15 8 17.45 1576 2.39 2.87 9 19.64 1245 625 5.16 10 21.82 1008 12.03 15.47 11 24.00 833 6.27 7.53 12 26.18 700 2X6 I 13 28.36 597 4X6 3-2X6 14 30.55 514 13.75 16.5 119.25 15 32.73 448 Fc P 16 34.91 394 P P 18 39.27 311 17.95 21.53 20 43.64 252 1235 10.19 22 48.00 208 Fc Perpendicular 0.04"= 625 PSI Fc Perpendicular 0.02"= 456 PSI �Z 2X6 3X6 2-2X6 4X6 3-2X6 AREA 8.25 13.75 16.5 19.25 24.75 Fc P P P P P 853 7.04 11.73 14.08 16.42 21.11 824 6.80 11.33 13.60 15.86 20.39 786 6.48 10.80 12.97 15.13 19.45 738 6.09 10.14 12.17 14.20 18.26 681 5.62 9.36 11.23 13.10 16.85 618 5.10 8.50 10.20 11.90 15.30 555 4.58 7.63 9.15 10.68 13.73 494 4.08 6.80 8.16 9.52 12.24 440 3.63 6.04 7.25 8.46 10.88 391 3.23 5.38 6.45 7.53 9.68 349 2.88 4.79 5.75 6.71 8.63 312 2.57 4.29. 5.15 6.01 7.72 253 2.09 3.48 4.17 4.87 6.26 208 1.72 2.86 3.43 4.01 5.15 174 1.44 2.39 2.87 3.35 4.31 625 5.16 8.59 10.31 12.03 15.47 456 3.76 6.27 7.53 8.78 11.29 2X6 I 3X6 1 2-2X6 4X6 3-2X6 AREA 8.25 1 13.75 16.5 119.25 24.75 Fc P P P P P 1305 10.77 17.95 21.53 25.12 32.30 1235 10.19 16.98 20.38 23.78 30.57 1144 9.44 15.73 18.87 22.02 28.31 1034 8.53 14.22 17.07 19.91 25.60 917 7.57 12.61 15.13 17.65 22.70 803 6.62 11.04 13.25 15.45 19.87 699 5.77 9.62 11.54 13.46 17.31 610 5.03 8.38 10.06 11.74 15.09 533 4.40 7.33 8.80 10.26 13.20 469 3.87 6.45 7.73 9.02 11.60 414 3.42 5.70 6.84 7.98 10.25 368 3.04 5.06 6.08 7.09 9.12 296 2.44 4.07 4.88 5.69 7.32 242 2.00 3.33 4.00 4.66 5.99 202 1.66 2.77 3.33 3.88 4.99 625 5.16 8.59 10.31 12.03 15.47 456 3.76 6.27 7.53 8.78 11.29 �Z 97 WOOD POST (6X WALL) 11/21/2000 D.F. #1 Fc= 925 PSI E= 1.6 X 10"6 PSI Cd= ' 1.00 GZ- D.F. #SS Fc= 1100 PSI E= 1.6 X 10^6 PSI Cd 1.00 Fc Perpendicular 0.04"= 625 PSI Fc Perpendicular 0.02"= 456 PSI d= 5.5 IN. 6X6 6X8 6X10 6X12 Fce AREA 30.25 41.25 52.25 63.25 L Ud psi Fc P P P P 5 10.91 4033 876 26.51 36.15 45.79 55.43 6 13.09 2801 851 25.74 35.09 44.45 53.81 7 15.27 2058 817 24.72 33.71 42.70 51.69 8 17.45 1576 775 23.44 31.97 40.49 49.02 9 19.64 1245 724 21.90 29.86 37.82 45.78 10 21.82 1008 666 20.14 27.47 34.80 42.12 11 24.00 833 605 18.30 24.95 31.60 38.26 12 26.18 700 544 16.47 22.46 28.45 34.44 13 28.36 597 488 14.76 20.12 25.49 30.85 14 30.55 514 436 13.20 18.00 22.81 27.61 15 32.73 448 391 11.83 16.13 20.43 24.73 16 34.91 394 351 10.62 14.48 18.34 22.20 18 39.27 311 286 8.64 11.78 14.93 18.07 20 43.64 252 236 7.14 9.73 12.33 14.92 22 48.00 208 198 5.98 8.15 10.32 12.50 d= 5.5 IN. 6X6 6X8 6X10 6X12 Fce AREA 30.25 41.25 52.25 63.25 L Ud psi Fc P P P P 5 10.91 4033 1029 31.14 42.46 53.79 65.11 6 13.09 2801 991 29.99 40.89 51.80 62.70 7 15.27 2058 941 28.47 38.83 49.18 59.54 8 17.45 1576 879 26.58 36.24 45.90 55.57 9 19.64 1245 805 24.36 33.21 42.07 50.93 10 21.82 1008 726 21.97 29.96 37.94 45.93 11 24.00 833 648 19.59 26.72 33.85 40.97 12 26:18 700 575 17.38 23.70 30.02 36.34 13 28.36 597 509 15.40 21.00 26.59 32.19 14 30.55 514 452 13.66 18.63 23.59 28.56 15 32.73 448 402 12.16 16.58 21.00 25.42 16 34.91 394 359 10.86 14.81 18.76 22.71 18 39.27 311 290 8.78 11.98 15.17 18.37 20 43.64 252 239 7.22 9.85 12.48 15.11 22 48.00 208 199 6.03 8.23 10.42 12.62 625 18.91 25.78 32.66 39.53 456 13.80 18.82 23.84 28.86 5l;s Iv T 3 � bc JA ✓ I N B.C. STRUCTURAL ENGINEERING SHEET NO. 5 5 JOB. N0. DATE .f ENGINEER .� PROJECT //yolop y Btu 4 � 5 ITEM' B.G. STRUCTURAL . ENGINEERING dr 0r rlo- AeFz� 4- "--j, 0 7',4.L C- / 013r6 --, /.Oto SHEET NO. '540 70B NO. DATE ENGINEER /, ,ts r"r -5 �� H33NION3 31va L -Z *ON sor LS 'ON 133HS A0421cs e -> 1,,,kl2p k -o _ Z /..., 2 2� 9NIn33NIJN3 ldnni3nnls '9'8 W 311 133road PROJECT Abv 9-/�' L -ODI SHEET NO. 5i' Q � ��5B.G. STR U CTU RAL JOB NO. ITEM' DATE ENGINEERING ENGINEER � 41 � o Eat �/, POINT LOAD ON CONTINUOUS FOOTING 11/21/2000 Note: For point loads on footings with uniform loads take the difference between "w" above and the uniform load, then multiply by two and by "L" above for P'max psf psf C2-9 FDN-1 Footing Width(FW)= 12 in. Footing Depth(FD)= 12 in. Soil Bearing(SB)= 1500 psf Increase Width (IW)= 0 Maximum Soil Bearing= 2000 psf Increase Depth (ID)= 200 Plain Concrete Design: F'c= 2000 psi Tension Fb= 71.55 psi PER'97 UBC, SECTION 2622(d)2. Example: Fsoil = ((D - FD) + 12 x ID) + {(W - FW) + 12" x IW) + SB F'soil = Fsoil - (D + 12 x (150-110)) w= WxF'soil+12 M= FbxWxD^2+12"+6 L = (2 x M + w)^1/2 Pmax = 2 x L x w W D F'soil (s w(#/ft) M '# L (ft) Pmax #' 12 x 12 1460 1460 1717 1.53 4479 15 x 12 1460 1825 2147 1.53 5598 18 x 12 1460 2190 2576 1.53 6718 21 x 12 1460 2555 3005 1.53 7838 24 x 12 1460 2920 3435 1.53 8957 12 x 15 1500 1500 2683 1.89 5674 15 x 15 1500 1875 3354 1.89 7093 18 x 15 1500 2250 4025 1.89 8512 24 x 15 1500, 3000 5367 1.89 11349 30 x 15 1500 3750 6708 1.89 14186 12 x 18 1540 1540 3864 2.24 6900 15 x 18 1540 1925 4830 2.24 8624 18 x 18 1540 2310 5796 2.24 10349 21 x 18 1540 2695 6762 2.24 12074 24 x 18 1540 3080 7728 2.24 13799 12 x 21 1580 1580 5259 2.58 8153 15 x 21 1580 1975 6574 2.58 10192 18 x 21 1580 2370 7889 2.58 12230 21 x 21 1580 2765 9204 2.58 14268 24 x 21 1580 3160 10518 2.58 16307 12 x 24 1620 1620 6869 2.91 9435 15 x 24 1620 2025 8587 2.91 11794 18 x 24 1620 2430 10304 2.91 14153 21 x 24 1620 2835 12021 2.91 16512 24 x 24 1620 3240 13738 2.91 18871 Note: For point loads on footings with uniform loads take the difference between "w" above and the uniform load, then multiply by two and by "L" above for P'max psf psf C2-9 FDN-1 PAD FOOTING DESIGN x 11/21/00 1 Ftg Width (FW)= 1 ft U.S.D. Factor = 1.65 Ftg Depth (FD)= 1 ft Pc= 2000 psi Soil Bearing (SB)= 1500 psf 2 WAY Ovc = 152.1 psi Max. Soil Brg. = 2000 psf 1 WAY Ovc = 76.0 psi Incr. Width (IW)= 0 psf 40 0.31 Incr. Depth (ID)= 200 psf WAY 8.3 a1 ( col. dim.) = 6 in x B B = Horizontal footing width t = Vertical footing thickness a1 = Least column (or base plate) dimension Q net = Net allowable soil bearing capacity A = Plan area of footing P max = Maximum allowable column load based upon Q net E= Embedment of Ftg. Example: Qall. ={(E- FD) xID) +{(B- FW) x2xIW)+SB Q net = Q all. - (E x (150-110)) A = (B)^2 Pmax: Qnet xA M FDN-2 vu = Applied ultimate unit shear due to P max Ovc = Allowable ultimate unit shear Mu = Applied ultimate footing moment d = Effective depth of reinforcing steel a2 = Effective depth of concrete stress block OMn = Allowable ultimate footing moment 2.75 F4 x 1 1 1460 11.0 38.7 10.6 4.2 40 0.23 * indicates As req'd = (4/3)*As < As min. 2 4 0.40 8.3 9.7 43% 2 1 1 1 1460 + indicates As req'd = As min. 46.1 13.7 5.6 40 0.31 * 2 WAY WAY 8.3 9.7 As As x B 1 E t Q net P max vu vu Mu Fy req'd # BAR used d OMn Mu/ (ft) 9.8 (ft) (ft) (psf) (kip) (psi) (psi) (f -k) (ksi) (in "2) BAR SIZE (in "2) (in) (f -k) OMn 1.25 x 1 1 1460 2.3 8.0 -7.6 0.2 40 0.01 * 2 4 0.40 8.3 9.5 2% 1.5 x 1 1 1460 3.3 11.5 -4.6 0.5 40 0.02 2 4 0.40 8.3 9.6 5% 1.75 x 1 1 - 1460 4.5 15.7 -1.5 0.8 40 0.04 * 2 4 0.40 8.3 9.6 9% 2 x 1 1 1460 5.8 20.5 1.5 1.4 40 0.07 2 4 0.40 8.3 9.7 14% 2.25 x 1 1 1460 7.4 25.9 4.6 2.1 40 0.11 2 4 0.40 8.3 9.7 21% 'F3 2.5 x 1 1 1460 9.1 32.0 7.6 3.0 40 0.16 * 2 4 0:40 8.3 9.7 31% 2.75 F4 x 1 1 1460 11.0 38.7 10.6 4.2 40 0.23 * 2 4 0.40 8.3 9.7 43% 3 x 1 1 1460 13.1 46.1 13.7 5.6 40 0.31 * 2 4 0.40 8.3 9.7 58% 3.25 x 1 1 1460 15.4 54.1 16.7 7.4 40 0.40 * 2 4 0.40 8.3 9.8 76% 3.5 x 1 1 1460 17.9 62.8 19.8 9.5 40 0.52 * 3 4 0.60 8.3 14.5 65% 3.75 x 1 1 1460 20.5 72.0 22.8 11.9 40 0.65 * 4 4 0.80 8.3 19.3 62% 4 x 1 1 1460 23.4 82.0 25.9 14.8 40 0.81 * 4 4 0.80 8.3 19.3 76% 4.25 x 1 1 1460 26.4 95.9 30.0 18.0 60 0.68 * 4 5 1.24 8.1 42.6 42% 4.5 x 1 1 1460 29.6 107.6 33.1 21.7 60 0.82 * 4 5 1.24 8.1 42.7 51% 4.75 x 1 1 1460 32.9 119.8 36.2 25.8 60 0.98 * 4 5 1.24 8.1 42.8 60% 5 x 1 1 1460 36.5 132.8 39.3 30.5 60 1.16 * 4 5 1.24 8.1 43.0 71% 5.25 x 1 1 1460 40.2 146.4 42.4 35.7 60 1.36 * 5 5 1.55 8.1 53.2 67% 5.5 x 1.25 1.25 1500 45.4 99.2 29.4 42.5 60 1.16 * 5 5 1.55 11.1 74.3 57% 5.75 x 1.25 1.25 1500 49.6 108.4 31.8 49.0 60 1.34 * 5 5 1.55 11.1 74.4 66% 6 x 1.25 1.25 1500 54.0 118.0 34.1 56.2 60 1.54 * 5 5 1.55 11.1 74.5 75% 6.5 x 1.25 1.25 1500 63.4 138.5 38.7 72.4 60 2.00 * 7 5 2.17 11.1 103.2 70% 7 x 1.5 1.5 1540 75.5 110.3 31.3 93.9 60 2.03 * 7 5 2.17 14.1 132.9 71% 7.5 x 1.5 1.5 1540 86.6 126.7 35.1 116.7 60 2.53 * 8 5 2.48 14.1 151.5 77% 8 1, x 1.5 1.5 1540 98.6 147.4 39.6 142.9 60 3.15 * 8 6 3.52 13.9 209.5 68% B.G. Structural Engineering, Inc. Title : Point Happy - Bldg. 4 & 5 Job # 854.27 45-535 Via Corona Dsgnr: BG Date: 3:23PM, 21 NOV 00 (:g7' Indian Wells, CA 92210 Description (760) 568-3553 Scope: (760) 568-5681 FAX Rey. 510300 User. KW -0603989. Ver 5.1.3, 224un1999, Wm32 Page 1 (c) 198399 ENERGLLC General Footing Analysis Design r*%Ppl kr it RSA -97 o,,.,•;: �A. i- Description F5 - Pad Footing General Information (pressures @ left & right) Calculations are designed to ACI 318-95 and 1997 UBC Requirements Allowable Soil Bearing 1,500.0 psf Dimensions... Short Term Short Term Increase 1.330 Width along X -X Axis 3.750 ft Base Pedestal Height 0.000 in Length along Y -Y Axis 3.750 ft Seismic Zone 4 - Footing Thickness 18.00 in Overburden Weight 0.00 psf Col Dim. Along X -X Axis 5.50 in Live & Short Term Combined Col Dim. Along Y -Y Axis 5.50 in fc 2,500.0 psi Shear Stresses.... Vu Fy 60,000.0 psi Min Steel % 0.0014 Concrete Weight 145.00 pcf Rebar Center To Edge Distance 3.50 in Loads 1.500:1 2 -Way 14.900 Applied Vertical Load... Y -Y Min. Stability Ratio No Overturning 85.00 psi Dead Load 8.102 k ...ecc along X -X Axis 0.000 in Live Load 5.940 k ...ecc along Y -Y Axis 0.000 in Short Term Load k ACI 9-1 ACI 9-2 Creates Rotation about Y -Y Axis Applied Moments... (pressures @ left & right) Dead Load k -ft Live Load k -ft Short Term k -ft Max Soil Pressure Creates Rotation about Y -Y Axis Applied Shears... (pressures @ left & right) Dead Load k Live Load k Short Term k Creates Rotation about X -X Axis (pressures @ top & bot) k -ft k -ft k -ft Creates Rotation about X -X Axis (pressures @ top & bot) k k k Footing Design OK 3.75ft x 3.75ft Footing, 18.Oin Thick, w/ Column Support 5.50 x 5.50in x O.Oin high DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 1,216.0 1,216.0 psf Max Mu 2.064 k -ft per ft Allowable 1,500.0 1,995.0 psf Required Steel Area 170.00 psi 0.244 in2 per It "X' Ecc, of Resultant 0.000 in 0.000 in "Y' Ecc, of Resultant 0.000 in 0.000 in Shear Stresses.... Vu Vn' Phi 85.00 psi 1 -Way 3.927 85.000 psi X -X Min. Stability Ratio No Overturning 1.500:1 2 -Way 14.900 170.000 psi Y -Y Min. Stability Ratio No Overturning 85.00 psi Vu @ Bottom Footing Design Shear Forces ACI 9-1 ACI 9-2 ACI 9-3 Vri' Phi Two -Way Shear 14.90 psi 13.66 psi 5.07 psi 170.00 psi One -Way Shears... Vu @ Left 3.93 psi 3.60 psi 1.34 psi 85.00 psi Vu @ Right 3.93 psi 3.60 psi 1.34 psi 85.00 psi Vu @ Top 3.93 psi 3.60 psi 1.34 psi 85.00 psi Vu @ Bottom 3.93 psi 3.60 psi 1.34 psi 85.00 psi Moments ACI 9-1 ACI 9-2 ACI 9-3 Ru / Phi As Read Mu @ Left 2.06 k -ft 1.89 k -ft 0.70 k -ft 10.9 psi 0.24 in2 per ft Mu @ Right 2.06 k -ft 1.89 k -ft 0.70 k -ft 10.9 psi 0.24 in2 per It Mu @ Top 2.06 k -ft 1.89 k -ft 0.70 k -ft 10.9 psi 0.24 in2 per It Mu @ Bottom 2.06 k -ft 1.89 k -ft 0.70 k -ft 10.9 psi 0.24 in2 per ft B.G. Structural Engineering, Inc. Title : Point Happy - Bldg. 4 & 5 Job # 854.27 45-535 Via Corona Dsgnr: BG Date: 3:23PM, 21 NOV 00 Z Indian Wells, CA 92210 Description (760) 568-3553 (760) 568-5681 FAX Scope Rer. so3oo User. (."%3989. Ver 5.1.3,22JuM999. WN2 General Footing Analysis & Design Page 2 (c) 1983-99 ENERCALC n•\nr\.n.L-in GSA 77 ....... C...._ -r _.:___ Description F5 - Pad Footing Soil Pressure Summary Service Load Soil Pressures Left Right Top Bottom DL + LL 1,216.04 1,216.04 1,216.04 1,216.04 psf DL + LL + ST 1,216.04 1,216.04 1,216.04 1,216.04 psf Factored Load Soil Pressures ACI Eq. 9-1 1,829.18 1,829.18 1,829.18 1,829.18 psf ACI Eq. 9-2 1,702.46 1,702.46 1,702.46 1,702.46 psf ACI Eq. 9-3 714.28 714.28 714.28 714.28 psf ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor 0.750 UBC 1921.2.7 "1.4" Factor 1.400 AC 19-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2.7 "0.9" Factor 0.900 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 ....seismic = ST' : 1.100 B.G. Structural Engineering, Inc. Title: Point Happy - Bldg. 4 & 5 Job # 854.27 45-535 Via Corona Dsgnr. BG Date: 3:23PM, 21 NOV 00 Indian Wells, CA 92210 Description (760)568-3553 Scope: (760) 568-5681 FAX Rer. 510300 User.KW-%03989. Ver 5.1.3.22 -Jur 1999.Win32 General Footing Analysis & Design Page 1 (c) 1983-99 ENERCALC c:\ec\vuksic 854-27.ecw:Foundations Description F6 - Pad Footing General Information Creates Rotation about Y -Y Axis Calculations are designed to ACI 318-95 and 1997 UBC Requirements Allowable Soil Bearing 1,500.0 psf Dimensions... Live Load Short Term Increase 1.330 Width along X -X Axis 4.250 ft Base Pedestal Height 0.000 in Length along Y -Y Axis 4.250 ft Seismic Zone 4 Footing Thickness 18.00 in Overburden Weight 0.00 psf Col Dim. Along X -X Axis 5.50 in Live & Short Term Combined Col Dim. Along Y -Y Axis 5.50 in Pc 2,500.0 psi Fy 60,000.0 psi Min Steel % 0.0014 Concrete' Weight 145.00 pcf Rebar Center To Edge Distance 3.50 in Loads Applied Vertical Load... Dead Load 10.525 k ...ecc along X -X Axis 0.000 in Live Load 7.934 k ...ecc along Y -Y Axis 0.000 in Short Term Load k 4.25ft x 4 Max Soil Pressure Allowable "X' Ecc, of Resultant "Y" Ecc, of Resultant Creates Rotation about X -X Axis (pressures @ top & bot) k -ft k -ft k -ft Creates Rotation about X -X Axis (pressures @ top & bot) k k k Footing, 18.Oin Thick, w/ Column Support 5.50 x 5.50in x O.Oin high X -X Min. Stability Ratio Y -Y Min. Stability Ratio Footing Design Shear Forces Two -Way Shear One -Way Shears... Vu @ Left Vu @ Right Vu @ Top Vu @ Bottom Moments Mu @ Left Mu @ Right Mu @ Top Mu @ Bottom DL+LL Creates Rotation about Y -Y Axis Applied Moments... (pressures @ left & right) Dead Load k -ft Live Load k -ft Short Term k -ft No Overturning Creates Rotation about Y -Y Axis Applied Shears... (pressures @ left & right) Dead Load k Live Load k Short Term k 4.25ft x 4 Max Soil Pressure Allowable "X' Ecc, of Resultant "Y" Ecc, of Resultant Creates Rotation about X -X Axis (pressures @ top & bot) k -ft k -ft k -ft Creates Rotation about X -X Axis (pressures @ top & bot) k k k Footing, 18.Oin Thick, w/ Column Support 5.50 x 5.50in x O.Oin high X -X Min. Stability Ratio Y -Y Min. Stability Ratio Footing Design Shear Forces Two -Way Shear One -Way Shears... Vu @ Left Vu @ Right Vu @ Top Vu @ Bottom Moments Mu @ Left Mu @ Right Mu @ Top Mu @ Bottom DL+LL DL+LL+ST 1,239.5 1,239.5 psf 1,500.0 1,995.0 psf 0.000 in 0.000 in 0.000 in 0.000 in No Overturning 1.500 :1 No Overtuming ACI 9-1 ACI 9-2 20.58 psi 18.84 psi 6.40 psi 6.40 psi 6.40 psi 6.40 psi ACI 9-1 2.81 k -ft 2.81 k -ft 2.81 k -ft 2.81 k -ft 5.86 psi 5.86 psi 5.86 psi 5.86 psi ACI 9-2 2.57 k -ft 2.57 k -ft 2.57 k -ft 2.57 k -ft Footing Design OK Actual Allowable Max Mu 2.807 k -ft per ft Required Steel Area 0.244.in2 per ft Shear Stresses.... Vu Vn • Phi 1 -Way 6.397 85.000 psi 2 -Way 20.578 170.000 psi 9_3 Vn • Phi 6.91 psi 170.00 psi 2.16 psi 2.16 psi 2.16 psi 2.16 psi ACI 9-3 0.94 k -ft 0.94 k -ft 0.94 k -ft 0.94 k -ft 85.00 psi 85.00 psi 85.00 psi 85.00 psi Ru / Phi 14.8 psi 14.8 psi 14.8 psi 14.8 psi As Rea'd 0.24 int per ft 0.24 int per ft 0.24 in2 per ft 0.24 in2 per ft B.G. Structural Engineering, Inc. Title : Point Nappy - Bldg. 4 & 5 Job # 854.27 45-535 Via Corona Dsgnr: BG Date: 3:23PM, 21 NOV 00 Indian Wells, CA 92210 Description (760) 568-3553 Scope (760) 568-5681 FAX Rev: 510300 user. KW -0603989. Ver 5.1.3, 22 -Ju l999, Wh32 General Footing Analysis & Design Page 2 (c) 198349 ENERCALC c:\ec\vuksic 854-27.ecw: Foundations Description F6 - Pad Footing Soil Pressure Summary Service Load Soil Pressures Left Right Top Bottom DL + LL 1,239.45 1,239.45 1,239.45 1,239.45 psf DL + LL + ST 1,239.45 1,239.45 1,239.45 1,239.45 psf Factored Load Soil Pressures ACI Eq. 9-1 1,867.01 1,867.01 1,867.01 1,867.01 psf ACI Eq. 9-2 1,735.23 1,735.23 1,735.23 1,735.23 psf ACI Eq. 9-3 720.18 720.18 720.18 720.18 psf ACI Factors (per ACI, applied intemally to entered loads) ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor 0.750 UBC 1921.2.7 "1.4" Factor 1.400 ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2.7"0.9" Factor 0.900 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 ....seismic = ST' : 1.100 B.G. Structural Engineering, Inc. Title: Point Happy - Bldg. 4 & 5 Job # 854.27 45-535 Via Corona Dsgnr: BG Date: 3:22PM, 21 NOV 00 G 7 Indian Wells, CA 92210 Description.: (760) 568-3553 Scope (760) 568-5681 FAX Rev. 510300 Uw..KW-OW3989. Ver 5.1.3,22-Jun1999, WWM General Footing Analysis & Design Page 1 (c) 1983-99 ENERCALC c:\eclwksic 854-27.ecw:Calculations Description F7 - Pad Footing LGeneral Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Allowable Soil Bearing 1,500.0 psf Dimensions... Short Term Increase 1.330 Width along X -X Axis 5.000 ft Base Pedestal Height 0.000 in Length along Y -Y Axis 5.000 It Seismic Zone 4 Footing Thickness 18.00 in Overburden Weight 0.00 psf Col Dim. Along X -X Axis 5.50 in Live & Short Term Combined Allowable Col Dim. Along Y -Y Axis 5.50 in t'c 2,500.0 psi Fy 60,000.0 psi Min Steel % 0.0014 Concrete Weight 145.00 pcf Rebar Center To Edge Distance 3.50 in Loads 8.83 psi 3.21 psi Applied Vertical Load... 0.000 in 0.000 in Dead Load 14.420 k ...ecc along X -X Axis 0.000 in Live Load 11.145 k ...ecc along Y -Y Axis 0.000 in Short Term Load k 9.655 85.000 psi Creates Rotation about Y -Y Axis Creates Rotation about X -X Axis Applied Moments... (pressures @ left & right) (pressures @ top & bot) Dead Load k -ft k -ft Live Load k -ft k -ft Short Term k -ft k -ft ACI 9-3 Creates Rotation about Y -Y Axis Creates Rotation about X -X Axis Applied Shears... (pressures @ left & right) (pressures @ top & bot) Dead Load k k Live Load k k Short Term k k Summary 0.24 in2 per ft Mu @ Top 4.04 k -ft Footing Design OK Footing Design S.00ft x 5.00ft Footing, 18.Oin Thick, w/ Column Support 5.50 x 5.50in x O.Oin high DL+LL DL+LL+ST Shear Forces Actual Allowable ACI 9-3 Max Soil Pressure 1,240.1 1,240.1 psf Max Mu 4.036 k -ft per ft 9.94 psi Allowable 1,500.0 1,995.0 psf Required Steel Area 0.244 in2 per ft "X' Ecc, of Resultant 0.000 in 0.000 in Vu @ Left 9.65 psi 8.83 psi 3.21 psi "Y' Ecc, of Resultant 0.000 in 0.000 in Shear Stresses.... Vu Vn' Phi 3.21 psi 85.00 psi 1 -Way 9.655 85.000 psi 3.21 psi X -X Min. Stability Ratio No Overturning 1.500:1 2 -Way 29.988 170.000 psi 3.21 psi Y -Y Min. Stability Ratio No Overturning Moments ACI 9-1 ACI 9-2 Footing Design Shear Forces ACI 9-1 ACI 9-2 ACI 9-3 Vn' Phi Two -Way Shear 29.99 psi 27.43 psi 9.94 psi 170.00 psi One -Way Shears... Vu @ Left 9.65 psi 8.83 psi 3.21 psi 85.00 psi Vu @ Right 9.65 psi 8.83 psi 3.21 psi 85.00 psi Vu @ Top 9.65 psi 8.83 psi 3.21 psi 85.00 psi Vu @ Bottom 9.65 psi 8.83 psi 3.21 psi 85.00 psi Moments ACI 9-1 ACI 9-2 ACI 9-3 Ru / Phi As Rea'd Mu @ Left 4.04 k -ft 3.69 k -ft 1.34 k -ft 21.3 psi 0.24 in2 per ft Mu @ Right 4.04 k -ft 3.69 k -ft 1.34 k -ft 21.3 psi 0.24 in2 per ft Mu @ Top 4.04 k -ft 3.69 k -ft 1.34 k -ft 21.3 psi 0.24 in2 per ft Mu @ Bottom 4.04 k -ft 3.69 k -ft 1.34 k -ft 21.3 psi 0.24 in2 per It B.G. Structural Engineering, Inc. Title: Point Happy - Bldg. 4 8 5 Job # 854.27 45-535 Via Corona Dsgnr: BG Date: 3:22PM, 21 NOV 00 Indian Wells, CA 92210 Description : lo(o (760) 568-3553 Scope (760) 568-5681 FAX Rer. 510300 User.KW-0603989.Ver5.1.3.22Ju 1999.Wh32 General Footing Analysis & Design Page 211 (c)1983.99 ENERCALC c:\ec\vuksic 854-27.ecW:Calculations Description F7 - Pad Footing Soil Pressure Summary Service Load Soil Pressures Left Right Top Bottom DL+LL 1,240.10 1,240.10 1,240.10 1,240.10 psf DL + LL + ST 1,240.10 1,240.10 1,240.10 1,240.10 psf Factored Load Soil Pressures ACI Eq. 9-1 1,869.88 1,869.88 1,869.88 1,869.88 psf ACI Eq. 9-2 1,736.14 1,736.14 1,736.14 1,736.14 psf ACI Eq. 9-3 714.87 714.87 714.87 714.87 psf ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 8 9-2 DL 1.400 ACI 9-2 Group Factor 0.750 UBC 1921.2.7 "1.4" Factor 1.400 ACI 9-1 8 9-2 LL 1.700 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2.7 "0.9" Factor 0.900 ACI 9-1 8 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 ....seismic = ST' : 1.100 B.G. Structural Engineering, Inc. Title: Point Happy - Bldg. 4 & 5 Job # 854.27 45-535 Via Corona Dsgnr: BG Date: 4:06PM, 8 DEC 00 �� Indian Wells, CA 92210 Description (760) 568-3553 Scope: (760) 568-5681 FAX Uw. SKW-M3989. ver 5.1.3, 22JuM1999. Win32 300 Page 1 (c) 198399 ENERCALC General Footing Analysis &Design rAprIvukeir asa-97 or,.,•nmin,infinne Description F8 - Pad Footing General information Creates Rotation about Y -Y Axis Calculations are designed to ACI 318-95 and 1997 UBC Requirements Allowable Soil Bearing 1,500.0 psf Dimensions... Live Load Short Term Increase 1.330 Width along X -X Axis 6.500 ft Base Pedestal Height 0.000 in Length along Y -Y Axis 6.500 ft Seismic Zone 4 Footing Thickness 18.00 in Overburden Weight 0.00 psf Col Dim. Along X -X Axis 5.50 in Live & Short Term Combined 5.43 psi Col Dim. Along Y -Y Axis 5.50 in fc 2,500.0 psi Shear Stresses.... Vu Fy 60,000.0 psi Min Steel % 0.0014. Concrete Weight 145.00 pcf Rebar Center To Edge Distance 3.50 in Loads 1.500 :1 2 -Way 51.280 Applied Vertical Load... Y -Y Min. Stabilitv Ratio No Overtuminq 85.00 psi Dead Load 23.659 k ...ecc along X -X Axis 0.000 in Live Load 17.834 k ...ecc along Y -Y Axis 0.000 in Short Term Load k 6.85 k -ft 6.27 k -ft Creates Rotation about X -X Axis (pressures @ top & bot) k -ft k -ft k -ft Creates Rotation about X -X Axis (pressures @ top & bot) k k k Footing Design OK 6.50ft x 6.50ft Footing, 18.Oin Thick, w/ Column Support 5.50 x 5.50in x O.Oin high Creates Rotation about Y -Y Axis Applied Moments... (pressures @ left & right) Dead Load k -ft Live Load k -ft Short Term k -ft 1,199.6 psf Creates Rotation about Y -Y Axis Applied Shears... (pressures @ left & right) Dead Load k Live Load k Short Term k Creates Rotation about X -X Axis (pressures @ top & bot) k -ft k -ft k -ft Creates Rotation about X -X Axis (pressures @ top & bot) k k k Footing Design OK 6.50ft x 6.50ft Footing, 18.Oin Thick, w/ Column Support 5.50 x 5.50in x O.Oin high ACI 9-1 ACI 9-2 DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 1,199.6 1,199.6 psf Max Mu 6.846 k -ft per ft Allowable 1,500.0 1,995.0 psf Required Steel Area 0.244 in2 per ft "X' Ecc, of Resultant 0.000 in 0.000 in 14.75 psi 5.43 psi 85.00 psi "Y Ecc, of Resultant 0.000 in 0.000 in Shear Stresses.... Vu Vn • Phi 85.00 psi 1 -Way 16.104 85.000 psi X -X Min. Stability Ratio No Overturning 1.500 :1 2 -Way 51.280 170.000 psi Y -Y Min. Stabilitv Ratio No Overtuminq 85.00 psi Moments Shear Forces ACI 9-1 ACI 9-2 ALA 9-3 Vn' Phi Two -Way Shear 51.28 psi 46.95 psi 17.21 psi 170.00 psi One -Way Shears... Vu @ Left 16.10 psi 14.75 psi 5.43 psi 85.00 psi Vu @ Right 16.10 psi 14.75 psi 5.43 psi 85.00 psi Vu @ Top 16.10 psi 14.75 psi 5.43 psi 85.00 psi Vu @ Bottom 16.10 psi 14.75 psi 5.43 psi 85.00 psi Moments ACI 9-1 ACI 9-2 ACI 9-3 Ru / Phi As Read Mu @ Left 6.85 k -ft 6.27 k -ft 2.30 k -ft 36.2 psi 0.24 in2 per ft Mu @ Right 6.85 k -ft 6.27 k -ft 2.30 k -ft 36.2 psi 0.24 in2 per ft Mu @ Top 6.85 k -ft 6.27 k -ft 2.30 k -ft 36.2 psi 0.24 in2 per ft Mu @ Bottom 6.85 k -ft 6.27 k -ft 2.30 k -ft 36.2 psi 0.24 in2 per ft B.G. Structural Engineering, Inc. Title : Point Happy - Bldg. 4 & 5 Job # 854.27 45-535 Via Corona Dsgnr: BG Date: 4:06PM, 8 DEC 00 Indian Wells, CA 92210 Description : crxo (760) 568-3553 Scope: (760) 568-5681 FAX Re,.. 510300 Pae 2 Us..KW.0603989.Ver5.1.3.22JuMIM.Win32 General Footing Analysis & Design g (c) 198399 ENERCALC c:\ec\vuksic 854-27.ecw.Calculations Description F8 - Pad Footing Soil Pressure Summary Service Load Soil Pressures Left Right Top Bottom DL + LL 1,199.58 1,199.58 1,199.58 1,199.58 psf DL + LL + ST 1,199.58 1,199.58 1,199.58 1,199.58 psf Factored Load Soil Pressures ACI Eq. 9-1 1,806.05 1,806.05 1,806.05 1,806.05 psf ACI Eq. 9-2 1,679.42 1,679.42 1,679.42 1,679.42 psf ACI Eq. 9-3 699.73 699.73 699.73 699.73 psf ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor 0.750 UBC 1921.2.7"1.4- Factor 1.400 ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2.7 "0.9" Factor 0.900 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 ....seismic = ST' : 1.100 B.G. Structural Engineering, Inc. Title • Point Happy - Bldg. 4 & 5 Job # .854.27 Dsgnr. BG Date: NOV 21,2000 Description.... 3'-6" Garden Wall Wind on Stem = 20.7 psf Soil height to ignore for passive pressure Design Summary Total Bearing Load = 590 lbs ...resultant ecc. = 4.81 in Key Width = 0.00 in 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.33 ft Cover @ Top = 2.00 in @ Btm.= 3.00 in Stem Construction = 917 psf OK Cantilevered Retaining Wall Design RetainPro Professional 5.0.6, 10 -Feb -99, (c)1989-99 Criteria Stem OK Soil DataI ft = Footing Strengths & Dimensions Retained Height = 0.67 It Allow Soil Bearing = 1,500.0 psf Pc = 2,500 psi Fy = 60,000 psi Wall height above soil = 3.50 ft Equivalent Fluid Pressure Method Min. As % = 0.0018 Slope Behind Wall = 0.00:1 Heel Active Pressure Toe Active Pressure - 35.0 psf/ft = 35.0 psf/ft Toe Width = 0.50 ft Height of Soil over Toe = 8.00 in Passive Pressure = 250.0 psf/ft Heel Width Total Footing Width = 1.16 = X66 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness - - 12.00 in 450.3 Shear..... Actual FootingIlSoil Frictior = 0.300 Shear..... Allowable psi = Wind on Stem = 20.7 psf Soil height to ignore for passive pressure Design Summary Total Bearing Load = 590 lbs ...resultant ecc. = 4.81 in Key Width = 0.00 in 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.33 ft Cover @ Top = 2.00 in @ Btm.= 3.00 in Stem Construction = 917 psf OK Top Stem = 0 psf OK Allowable Stem OK Design height ft = 0.00 Wall Material Above "Ht" = Masonry Thickness = 8.00 Rebar Size = # 4 Rebar Spacing = 24.00 Rebar Placed at = Center ` Design Data = 72.6 lbs less 100% Passive Force= - 347.2 lbs fb/FB + fa/Fa = 0.389 Total Force @ Section lbs = 72.5 Moment.... Actual ft-# = 175.4 Moment..... Allowable = 450.3 Shear..... Actual psi = 2.5 Shear..... Allowable psi = 19.4 Soil Pressure @ Toe = 917 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,254 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 3.4 psi OK Footing Shear @ Heel = 1.3 psi OK Allowable = 85.0 psi Wall Stability Ratios SpecialInspection Overturning = 1.93 OK Sliding = 4.32 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 72.6 lbs less 100% Passive Force= - 347.2 lbs less 100% Friction Force= - 177.0 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5: 1 Stability = 0.0 lbs OK Footing Design Results Toe Heel Factored Pressure = 1,254 0 psf Mu': Upward = 228 4 ft-# Mu': Downward = 69 69 ft-# Mu: Design = 160 65 ft-# Actual 1 -Way Shear = 3.40 1.30 psi AIIow 1 -Way Shear = 85.00 85.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Bar Develop ABOVE Ht. in = 20.00 Bar Lap/Hook BELOW Ht. in = 6.00 Wall Weight = 61.0 Rebar Depth 'd' in = 3.75 Masonry Data fm psi= 1,500 Fs psi = 20,000 Solid Grouting = No SpecialInspection = No Modular Ration' = 25.78 Short Term Factor = 1.000 Equiv. Solid Thick. in = 5.20 Masonry Block Type = Normal Weight Concrete Data t c psi = Fy psi = Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S ' Fr Heel: Not req'd, Mu < S ' Fr Key: No key defined B.G. Structural Engineering, Inc. Title Point Happy - Bldg. 4 & 5 Job # 854.27 Dsgnr. BG Date: NOV 21,2000 Description.... T-6" Garden Wall 600 Cantilevered Retaining Wall Design RetainPro Professional 5.0.6, 10 -Feb -99, (c)1989-99 Summary of Overturning.& Resisting Forces & Moments .....OVERTURNING..... ....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 48.8 0.56 27.2 Soil Over Heel = 36.6 1.41 51.7 Toe Active Pressure = -48.6 0.56 -27.0 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load Axial Dead Load on Stem = _ 0.00 Load @ Stem Above Soil = 72.5 3.42 247.8 Soil Over Toe = 36.4 0.25 9.0 Surcharge Over Toe Total = 72.6 O.T.M. = 247.9 Stem Weight(s) — 254,4 Earth @ Stem Transitions 0.83 211.1 Resisting/Overturning Ratio = 1.93 Footing Weight = 249.0 0.83 206.7 Vertical Loads used for Soil Pressure = 590.0 lbs Key Weight = 0.33 Vert. Component Vertical component of active pressure used for soil pressure Total = 576.4 lbs R.M.= 478.5 B.G. Structural Engineering, Inc. Title Point Happy - Bldg. 4 & 5 Job # 854.27 Dsgnr: BG Date: NOV 21,2000 Description.... 6'-0" Garden Wall j Design Summary Total Bearing Load = 963 lbs ...resultant ecc. = 7.04 in Soil Pressure @ Toe = 1,293 psf OK Cantilevered Retaining Wall Design RetainPro Professional 5.0.6, 10 -Feb -99, (c) 1989-99 Criteria = 1,500 psf Soil Pressure Less Than Allowable Soil Data = 1,785 psf ACI Factored @ Heel Footing Strengths & Dimensions Retained Height = 0.67 ft Allow Soil Bearing = 1,500.0 psf Pc = 2,500 psi Fy = 60,000 psi Wall height above soil = 6.00 ft Equivalent Fluid Pressure Method Min. As %" = 0.0018 Slope Behind Wall = 0.00:1 Heel Active Pressure Toe Active Pressure = 35.0 psf/ft 35.0 psf/ft Toe Width - - 0.75 ft Height of Soil over Toe = 8.00 in Passive Pressure 250.0 psf/ft Heel Width = 1.42 Soil Density,= 110.00 pcf Water height over heel 9 = 0.0 ft Total Footing Width =� Mu': Downward = 131 132 ft-# FootingijSoil Frictior = 0.300 Footing Thickness = 12.00 in Wind on Stem = 20.7 psf Soil height to ignore None Spec'd Key Width = 0.00 in Key Reinforcing =. None Spec'd for passive pressure = 0.00 in Key Depth = 0.00 in j Design Summary Total Bearing Load = 963 lbs ...resultant ecc. = 7.04 in Soil Pressure @ Toe = 1,293 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,785 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 7.5 psi OK Footing Shear @ Heel = 2.0 psi OK Allowable = 85.0 psi Wall Stability Ratios = Overturning = 1.77 OK Sliding = 3.68 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 124.4 lbs less 100% Passive Force= - 347.2 lbs less 100% Friction Force= - 289.0 lbs Added Force Req'd = 0.0 lbsOK ....for 1.5: 1 Stability = 0.0 lbs OK Footing Design Results fc Toe Heel Factored Pressure = 1,785 0 psf Mu': Upward = 596 3 ft-# Mu': Downward = 131 132 ft-# Mu: Design = 465 129 ft-# Actual 1 -Way Shear = 7.52 2.03 psi Allow 1 -Way Shear = 85.00 85.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing =. None Spec'd Stem Construction psf = 84.0 Design height ft= Wall Material Above "Ht' _ Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data = fb/FB + fa/Fa = Total Force @ Section lbs = Moment.... Actual ft-# = Moment..... Allowable ft-# = Shear..... Actual psi = Shear..... Allowable Dsi = Key Distance from Toe = 0.33 ft Cover @ Top = 2.00 in @ Btm.= 3.00 in ip Stem 2nd Stem OK Stem OK 2.00 0.00 Masonry Masonry 8.00 8.00 # 4 # 5 24.00 24.00 Center Center 0.501 96.7 225.7 450.3 2.4 19.4 Bar Develop ABOVE Ht. in = 20.00 Bar Lap/Hook BELOW Ht. in = 20.00 Wall Weight psf = 84.0 Rebar Depth 'd' in= 3.75 Masonry Data fm psi = 1,500 Fs psi = 20,000 Solid Grouting = Yes Special Inspection = No Modular Ratio'n' = 25.78 Short Term Factor = 1.000 Equiv. Solid Thick. in= 7.60 Masonry Block Type = Normal Weight Concrete Data fc psi = Fy psi = Other Acceptable Sizes 8 Spacings Toe: Not req'd, Mu < S ' Fr Heel: Not req'd, Mu < S' Fr Key: No key defined 0.865 124.3 455.8 527.1 4.4 19.4 25.00 6.00 61.0 3.75 1,500 20,000 No No 25.78 1.000 5.20 B.G. Structural Engineering, Inc. Title Point Happy - Bldg. 4 & 5 Job # 854.27 Dsgnr. BG Date: NOV 21,2000 Description.... 6'-0" Garden Wall -70 Cantilevered Retaining Wall Design RetainPro Professional 5.0.6, 10 -Feb -99, (c) 1989-99 Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs it ft-# lbs ft ft -4 Heel Active Pressure = 48.8 0.56 27.2 Soil Over Heel = 55.3 1.79 99.1 Toe Active Pressure = -48.6 0.56 -27.0 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = 124.2 4.67 580.0 Soil Over Toe = 55.0 0.38 20.6 Surcharge Over Toe = Stem Weight(s) - 514.3 1.08 557.1 Total = 124.4 O.T.M. = 580.2 Earth @ Stem Transitions = Resisting/Overturning Ratio = 1.77 Footing Weight = 325.0 1.08 352.2 Vertical Loads used for Soil Pressure = 963.2 lbs Key Weight = 0.33 Vert. Component = Vertical component of active pressure used for soil pressure Total = 949.6 lbs R.M.= 1,029.0 11 B.G. Structural Engineering, Inc. Title Point Happy - Bldg. 4 & 5 Job # 854.27 Dsgnr. BG Date: NOV 21,2000 Description.... 8'-0" Garden Wall 71 Wind on Stem = 20.7 psf Soil height to ignore for passive pressure = 0.00 in Design Summary Total Bearing Load = 1,210 lbs ...resultant ecc. = 9.11 in Soil Pressure @ Toe = 1.,089 psf OK Cantilevered Retaining Wall Design RetainPro Professional 5.0.6, 10 -Feb -99, (c) 1969-99 Criteria = 1,500 psf Soil Data LFooting Strengths & Dimensions Retained Height = g 0.67 ft Allow Soil Bearing = 1,500.0 psf p fc = 2,500 psi Fy = 60,000 psi Wall height above soil = 8.00 ft Equivalent Fluid Pressure Method Min. As % = 0.0018 Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 35.0 psf/ft Toe Width = 1,17 ft Height of Soil over Toe = 8.00 in Passive Pressure = 250.0 psf/ft _ Heel Width - 1.83 Total Footing Width = �3 0� Soil Density = 110.00 pcf Water height over heel = 0.0 ft less 100% Friction Force= - 363.0 lbs Added Force Req'd = 0.0 lbs OK FootinallSoil Frictior = 0 300 Footing Thickness = 12.00 in Wind on Stem = 20.7 psf Soil height to ignore for passive pressure = 0.00 in Design Summary Total Bearing Load = 1,210 lbs ...resultant ecc. = 9.11 in Soil Pressure @ Toe = 1.,089 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,507 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 9.1 psi OK Footing Shear @ Heel = 2.8 psi OK Allowable = 85.0 psi Wall Stability Ratios Rebar Placed at Overturning = 1.91 OK Sliding = 3.31 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 165.8 lbs less 100% Passive Forces - 347.2 lbs less 100% Friction Force= - 363.0 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 ; 1 Stability = 0.0 lbs OK Footing Design Results 450.3 Shear..... Actual psi = Toe Heel Factored Pressure = 1,507 0 psf Mu': Upward = 1,072 19 ft-# Mu': Downward = 278 278 ft-# Mu: Design = 794 259 ft-# Actual 1 -Way Shear = 9.14 2.75 psi Allow 1 -Way Shear = 85.00 85.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Stem Construction psf = Top Stem Design height ft = Stem OK 4.00 Wall Material Above "Ht" = Masonry Thickness = 8.00 Rebar Size = # 4 Rebar Spacing = 24.00 Rebar Placed at = Center Design Data = 25.78 fb/FB + fa/Fa = 0.501 Total Force @ Section lbs = 96.7 Moment.... Actual ft- # = 225.7 Moment..... Allowable ft-# = 450.3 Shear..... Actual psi = 3.4 Shear..... Allowable psi = 19.4 Bar Develop ABOVE Ht. in = 20.00 Bar Lap/Hook BELOW Ht. in = 20.00 Wall Weight psf = 61.0 Rebar Depth 'd' in= 3.75 Masonry Data 1.00 ft Cover @ Top I'm psi= 1,500 Fs psi = 20,000 Solid Grouting = No Special Inspection = No Modular Ratio'n' = 25.78 Short Term Factor = 1.000 Equiv. Solid Thick. in= 5.20 Masonry Block Type = Normal Weight Concrete Data Center Edge fc psi = Fy psi = Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S ' Fr Heel: Not req'd, Mu < S' Fr Key: No key defined Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 1.00 ft Cover @ Top = 2.00 in @ Btm.= 3.00 in 2nd 3rd Stem OK Stem OK 2.00 0.00 Masonry Masonry 8.00 8.00 # 5 # 5 24.00 16.00 Center Edge 0.874 0.731 138.1 165.7 460.5 773.4 527.1 1,058.0 4.9 3.0 19.4 19.4 25.00 25.00 25.00 6.00 61.0 84.0 3.75 5.25 1,500 1,500 20,000 20,000 No Yes No No 25.78 25.78 1.000 1.000 5.20 7.60 B.G. Structural Engineering, Inc. Title Point Happy - Bldg. 4 8 5 Job # 854.27 Dsgnr. BG Date: NOV 21,2000 Description.... 8'-0" Garden Wall % Z Cantilevered Retaining Wall Design RetainPro Professional 5.0.6, 10 -Feb -99, (c)1989-99 Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 48.8 0.56 27.2 Soil Over Heel = 86.0 2.42 207.8 Toe Active Pressure = -48.6 0.56 -27.0 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load Axial Dead Load on Stem = Load @ Stem Above Soil = 165.6 5.67 939.0 Soil Over Toe = 1.50 Surcharge Over Toe = Stem Weight(s) _ Total = 165.8 O.T.M. = 939.1 Earth @ Stem Transitions = Resisting/Overtunning Ratio = 1.91 Footing Weight = Key Weight Vertical Loads used for Soil Pressure = 1,210.0 lbs = Vert. Component = Vertical component of active pressure used for soil pressure Total = 0.00 85.6 0.58 49:9 574.9 1.50 862.3 450.0 1.50 675.0 1.00 1,196.4 lbs R.M.= 1,795.0 B.G. Structural Engineering, Inc. Title • Point Happy - Bldg. 4 & 5 Job # .854.27 Dsgnr. BG Description.... 10'-0" Garden Wall Date: NOV 21,2000 1'S Cantilevered Retaining Wall Design RetainPro Professional 5.0.6, 10 -Feb -99, (c) 1989-99 LCriteria 1,183 psf OK [Soil Data I L Footing Strengths & Dimensions Retained Height = 0.67 ft Allow Soil Bearing = 1,500.0 psf fc = 2,500 psi Fy = 60,000 psi Wall height above soil = 10.00 ft Equivalent Fluid Pressure Method Min. As % = 0.0018 Slope Behind Wall = 0.00: 1 Heel Active Pressure Toe Active Pressure = 35.0 psf/ft = 35.0 psf/ft Toe Width = 1.42 ft Height of Soil over Toe . = 8.00 in Passive Pressure = 250.0 psf/ft Heel Width Total Footing Width = 2.08 = 330 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Concrete Data fc FootingilSoil Frictior = 0.300 Footing Thickness = 12.00 in Wind on Stem = 20.7 psf Design Summary Total Bearing Load = 1,490 lbs ...resultant ecc. = 10.93 in Soil Pressure @ Toe = 1,183 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = . 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,641. psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 12.0 psi OK Footing Shear @ Heel = 3.4 psi OK Allowable = 85.0 psi Wall Stability Ratios Total Force @ Section Overturning = 1.87 OK Sliding = 3.10 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 207.2 lbs less 100% Passive Force= - 347.2 lbs less 100% Friction Force= - 446.9 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK Soil height to ignore for passive pressure = 0.00 in Stem Construction 0.00 in Design height ft = Wall Material Above "Ht" _ Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data Mu: Design fb/FB + fa/Fa = Total Force @ Section lbs = Moment.... Actual ft-# _ Moment.....Allowable ft-# _ Shear.... Actual psi = Shear.... Allowable psi = Footing Design Results 0.00 in Key Depth = 0.00 in Toe Heel Factored Pressure = 1,641 0 psf Mu': Upward = 1,626 24 ft-# Mu'*: Downward = 392 393 ft-# Mu: Design = 1,234 369 ft-# Actual 1 -Way Shear = 12.04 3.35 psi Allow 1 -Way Shear = 85.00 85.00 psi Toe Reinforcing = None Spec'd 1.000 Heel Reinforcing = None Spec'd 5.20 Key Reinforcing = None Spec'd Concrete Data ip Stem Stem OK 6.00 Masonry 8.00 # 4 24.00 Center Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 1.25 ft Cover @ Top = 2.00 in @ Btm.= 3.00 in 2nd 3rd 450.3 Stem OK 4.00 Masonry 8.00 # 5 24.00 Center Stem OK 0.00 Masonry 8.00 # 5 8.00 Edge 0.501 0.874 0.891 96.7 138.1 207.1 225.7 460.5 1,173.7 450.3 527.1 1,317.2 3.4 4.9 3.8 19.4 19.4 19.4 Bar Develop ABOVE Ht. in = 20.00 Bar Lap/Hook BELOW Ht. in = 20.00 Wall Weight psf= 61.0 Rebar Depth 'd' in= 3.75 Masonry Data Pm psi= 1,500 Fs psi = 20,000 Solid Grouting = No Special Inspection = No Modular Ratio 'n' = 25.78 Short Term Factor = 1.000 Equiv. Solid Thick. in= 5.20 Masonry Block Type = Normal Weight Concrete Data fc psi = Fy psi = Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S' Fr Heel: Not req'd, Mu < S ' Fr Key: No key defined 25.00 25.00 25.00 6.00 61.0 84.0 3.75 5.25 1,500 20,000 No No 25.78 1.000 5.20 1,500 20,000 Yes No 25.78 1.000 7.60 B.G. Structural Engineering, Inc. Title • Point Happy - Bldg. 4 & 5 Job # 854.27 Dsgnr. BG Date: NOV 21,2000 Description.... 10'-0" Garden Wall Cantilevered Retaining Wall Design RetainPro Professional 5.0.6, 10 -Feb -99, (c) 1989-99 Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# Itis ft ft-# Heel Active Pressure = 48.8 0.56 27.2 Soil Over Heel = 104.4 2.79 291.5 Toe Active Pressure = -48.6 0.56 -27.0 Sloped Soil Over Heel = Surcharge Over Toe Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 207.0 6.67 1,380.7 Total = 207.2 O.T.M. = 1,380.9 Resisting/Overturning Ratio = 1.87 Vertical Loads used for Soil Pressure = 1,489.8 lbs Vertical component of active pressure used for soil pressure Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = 0.00 Soil Over Toe = 103.9 0.71 73.6 Surcharge Over Toe _ Stem Weight(s) 742.9 1.75 1,300.0 Earth @ Stem Transitions _ Footing Weight = 525.0 1.75 918.7 Key Weight = Vert. Component 1.25 Total = 1,476.2 lbs R.M.= 2,583.8 B.G. Structural Engineering, Inc. Title Point Happy - Bldg. 4 & 5 Job # 854.27 Dsgnr. BG Date: NOV 21,2000 Description.... 12'-0" Garden Wall 7 S Wind on Stem = 20.7 psf Design Summary Total Bearing Load = 1,859 lbs ...resultant ecc. = 12.56 in Soil height to ignore _ for passive pressure = 0.00 in Soil Pressure @ Toe = 1,300 psf OK Cantilevered Retaining Wall Design RetainPro Professional 5.0.6, 10 -Feb -99, (c)1989-99 I Criteria = 1,500 psf Soil Data Than Allowable ' Footing Strengths & Dimensions Retained Height = 9 0.67 ft Allow Soil Bearing = 1,500.0 psf P fc = 2,500 psi Fy = 60,000 psi Wall height above soil = 12.00 ft Equivalent Fluid Pressure Method Min. As % = 0.0018 Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 35.0 psf/ft Toe Width 1.50 ft Height of Soil over Toe = 8.00 in Passive Pressure = 250.0 psf/ft _ Heel Width 2.50 Total Footing Width =� Soil Density = 110.00 pcf Water height over heel = 0.0 ft less 100% Friction Force= - 557.7 lbs Added Force Req'd = 0.0 lbs OK FootingiiSoil Frictior = 0.300 Footing Thickness = 12.00 in Wind on Stem = 20.7 psf Design Summary Total Bearing Load = 1,859 lbs ...resultant ecc. = 12.56 in Soil height to ignore _ for passive pressure = 0.00 in Soil Pressure @ Toe = 1,300 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,806 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 15.0 psi OK Footing Shear @ Heel = 3.8 psi OK Allowable = 85.0 psi Wall Stability Ratios Total Force @ Section Overturning = 1.90 OK Sliding = 3.04 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 248.6 lbs less 100% Passive Force= - 347.2 Ibs less 100% Friction Force= - 557.7 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5: 1 Stability = 0.0 lbs OK Footing Design Results fc psi = Toe Heel Factored Pressure = 1,806 0 psf Mu': Upward = 2,202 24 ft-# Mu': Downward = 479 480 ft-#! Mu: Design = 1,723 456 ft-# Actual 1 -Way Shear = 15.00 3.76 psi Allow 1 -Way Shear = . 85.00 85.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Stem Construction -11 Key Depth Design height ft = Wall Material Above "Ht" _ Thickness in= Rebar Size = Rebar Spacing = Rebar Placed at = Design Data 3.4 fb/FB + fa/Fa = Total Force @ Section lbs = Moment.... Actual ft-# = Moment..... Allowable ft-# = Shear..... Actual psi = Shear..... Allowable psi = ,p Stem Stem OK 8.00 Masonry 8.00 # 4 24.00 Center Key Width 0.874 Key Depth 0.646 Key Distance from Toe Cover @ Top = 2.00 in 2nd 3rd Stem OK Stem OK 6.00 3.33 Masonry 8.00 # 5 24.00 Center Masonry 12.00 # 5 16.00 Center 0.00 in 0.00 in 1.42 ft @ Btm.= 3.00 in 4th Stem OK 0.00 Masonry 12.00 # 5 16.00 Edge 0.501 0.874 0.734 0.646 96.7 138.1 193.3 248.5 225.7 460.5 902.9 1,656.9 450.3 527.1 1,229.9 2,563.0 3.4 4.9 4.1 3.5 19.4 19.4 19.4 19.4 Bar Develop ABOVE Ht. in = 20.00 Bar Lap/Hook BELOW Ht. in = 20.00 Wall Weight psf = 61.0 Rebar Depth 'd' in= 3.75 Masonry Data 103.0 103.0 fm psi = 1,500 Fs psi = 20,000 Solid Grouting = No Special Inspection = No Modular Ratio'n' = 25.78 Short Term Factor = 1.000 Equiv. Solid Thick. in= 5.20 Masonry Block Type = Normal Weight Concrete Data fc psi = Fy psi = Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S . Fr Heel: Not req'd, Mu < S " Fr Key: No key defined 25.00 25.00 25.00 25.00 25.00 6.00 61.0 103.0 103.0 3.75 5.75 9.00 1,500 1,500 1,500 20,000 20,000 20,000 No No No No No No 25.78 25.78 25.78 1.000 1.000 1.000 5.20 8.50 8.50 B.G. Structural Engineering, Inc. Title Point Happy - Bldg. 4 & 5 Job # 854.27 Dsgnr. BG Date: NOV 21,2000 Description.... 12'-0" Garden Wall -7(o Cantilevered Retaining Wall Design RetainPro Professional 5.0.6, 10 -Feb -99, (c) 1989-99 Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... ...RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 48.8 0.56 27.2 Toe Active Pressure = -48.6 0.56 -27.0 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = 0.00 _ Load @ Stem Above Soil = 248.4 7.67 1,905.2 Total = O.T.M. = 248.6 1,905.4 Resisting/Overtuming Ratio 1,981.9 = 1.90 Vertical Loads used for Soil Pressure = 1,859.0 lbs Vertical component of active pressure used for soil pressure r-� Soil Over Heel = 110.6 3.25 359.3 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 0.00 _ Soil Over Toe = 110.0 0.75 82.5 Surcharge Over Toe = Stem Weight(s) - 1,024.9 1.93 1,981.9 Earth @ Stem Transitions = Footing Weight = 600.0 2.00 1,200.0 Key Weight = 1.42 Vert. Component Total = 1,845.4 lbs R.M.= 3,623.7 B.G. Structural Engineering, Inc. Title Point Happy - Bldg. 4 & 5 Job # .854.27 Dsgnr. BG Date: NOV 21,2000 Description.... 8'-0" Garden Wall -1 1 Wind on Stem = 26.1 psf Soil height to ignore for passive pressure = 0.00 in Design Summary Total Bearing Load = 1,426 lbs ...resultant ecc. = 9.79 in LSte m Construction _ Cantilevered Retaining Wall Design RetainPro Professional 5.0.6, 10 -Feb -99, (c) 1989-99 Criteria _ Soil DataI LFooting Strengths & Dimensions Retained Height = 0.67 ft Allow Soil Bearing = 1,500.0 psf fc = 2,500 psi Fy = 60,000 psi Wall height above soil = 8.00 ft Equivalent Fluid Pressure Method Min. As % = 0.0018 Slope Behind Wall = 0.00:1 Heel Active Pressure - 35.0 psf/ft Toe Active Pressure = 35.0 psf/ft_ Toe Width = 1.00 ft Height of Soil over Toe = 8.00 in Passive Pressure = 250.0 psf/ft Heel Width - 2.00 Total Footing Width= 3.07 Soil Density = 110.00 pcf Water height over heel = 0.0 ft - Footing Thickness - 12.00 in Added Force Req'd = 0.0 lbs OK FootingllSoil Frictior = 0.300 = 0.0 lbs OK Wind on Stem = 26.1 psf Soil height to ignore for passive pressure = 0.00 in Design Summary Total Bearing Load = 1,426 lbs ...resultant ecc. = 9.79 in LSte m Construction _ Design height ft= Wall Material Above "Ht" _ Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data Allowable fb/FB + fa/Fa = Total Force @ Section lbs = Moment.... Actual ft-# = Moment..... Allowable ft-# = Shear..... Actual psi = Shear..... Allowable psi = Soil Pressure @ Toe = 1,389 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,927 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 11.2 psi OK Footing Shear @ Heel = 2.7 psi OK Allowable = 85.0 psi Wall Stability Ratios Special Inspection Overturning = 1.79 OK Sliding = 3.01 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 209.0 lbs less 100% Passive Force= - 347.2 lbs less 100% Friction Force= - 427.7 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK Footing Design Results Toe Heel Factored Pressure = 1,927 0 psf Mu': Upward = 1,200 4 ft-# Mu': Downward = 244 245 ft-# Mu: Design = 955 240 ft-# Actual 1 -Way Shear = 11.22 2.74 psi Allow 1 -Way Shear = 85.00 85.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd ,p Stem Stem OK 2.00 Masonry 12.00 # 4 24.00 Center 0.658 174.1 580.6 882.1 3.9 19.4 Bar Develop ABOVE Ht. in = 20.00 Bar Lap/Hook BELOW Ht. in = 20.00 Wall Weight psf = 94.0 Rebar Depth 'd' in = 5.75 Masonry Data @ Btm.= 3.00 in 2nd I'm psi= 1,500 Fs psi = 20,000 Solid Grouting = No Special Inspection = No Modular Ratio 'n' = 25.78 Short Term Factor = 1.000 Equiv. Solid Thick. in= 7.50 Masonry Block Type = Normal Weight Concrete Data f c psi = Fy psi = Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S' Fr Heel: Not req'd, Mu < S' Fr Key: No key defined Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.83 ft Cover @ Top = 2.00 in @ Btm.= 3.00 in 2nd Stem OK 0.00 Masonry 12.00 # 5 24.00 Center 0.917 208.9 975.1 1,062.9 4.8 19.4 25.00 6.00 94.0 5.75 1,500 20,000 No No 25.78 1.000 7.50 I B.G. Structural Engineering, Inc. Title Point Happy - Bldg. 4 & 5 Job # 854.27 Dsgnr. BG Date: NOV 21,2000 Description.... 8'-0" Garden Wall , S Cantilevered Retaining Wall Design RetainPro Professional 5.0.6, 10 -Feb -99, (c) 1989-99 Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft#f Heel Active Pressure = 48.8 0.56 27.2 Soil Over Heel = 73.7 2.50 184.3 Toe Active Pressure = -18.6 0.56 -27.0 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = Load @ Stem Above Soil = 208.8 5.67 1,183.9 Soil Over Toe _ Surcharge Over Toe _ Stem Weight(s) Total = 209.0 O.T.M. = 1,184.1 Earth @ Stem Transitions = Resisting/Overturning Ratio = 1.79 Footing Weight = Vertical Loads used for Soil Pressure = 1,425.6 lbs Key Weight = Vert. Component = Vertical component of active pressure used for soil pressure Total = 0.00 73.3 0.50 36.7 815.0 1.50 1,222.5 450.0 1.50 675.0 0.83 1,412.0 lbs R.M.= 2.118.4 B.G. Structural Engineering, Inc. Title Point Happy - Bldg. 4 8 5 Job # 854.27 Dsgnr. BG Date: NOV 21,2000 Description.... 9'-6" Garden Wall -79 Wind on Stem = 26.1 psf Soil height to ignore for passive pressure = 0.00 in Design Summary Total Bearing Load = 1,783 lbs ...resultant ecc. = 10.55 in Soil Pressure @ Toe = 1,365 psf OK Cantilevered Retaining Wall Design RetainPro Professional 5.0.6, 10 -Feb -99, (c) 1989-99 Criteria = 1,500 psf Soil Data ACI Factored @. Toe LFooting Strengths & Dimensions Retained Height = 0.67 ft Allow Soil Bearing = 1,500.0 psf fc = 2,500 psi Fy = 60,000 psi Wall height above soil = 9.50 ft Equivalent Fluid Pressure Method Min. As % = 0.0018 Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 35.0 psf/ft Toe Width _ 1.25 ft Height of Soil over Toe = 8.00 in Passive Pressure = 250.0 psf/ft Heel Width 2.25 Total Footing Width = TW Soil Density = 110.00 pcf Water height over heel = 0.0 ft Added Force Req'd = 0.0 lbs OK ....for 1.5: 1 Stability FootingllSoil Frictior = 0.300 Footing Thickness = 12.00 in Wind on Stem = 26.1 psf Soil height to ignore for passive pressure = 0.00 in Design Summary Total Bearing Load = 1,783 lbs ...resultant ecc. = 10.55 in Soil Pressure @ Toe = 1,365 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @. Toe = 1,897 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 13.8 psi OK Footing Shear @ Heel = 3.0 psi OK Allowable = 85.0 psi Wall Stability Ratios Rebar Placed at Overturning = 1.94 OK Sliding = 2.97 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 248.1 lbs less 100% Passive Force= - 347.2 lbs less 100% Friction Force= - 534.8 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5: 1 Stability = 0.0 lbs OK Footing Design Results 882.1 Shear..... Actual psi = Toe Heel Factored Pressure = . 1,897 0 psf Mu': Upward = 1,725 28 ft-# Mu': Downward = 352 352 ft-# Mu: Design = 1,373 325 ft-# Actual 1 -Way Shear = 13.85 3.02 psi Allow 1 -Way Shear = 85.00 85.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Stem Construction psf = Top Stem Design height ft = Stem OK 2.67 Wall Material Above "Ht" = Masonry Thickness = 12.00 Rebar Size = # 4 Rebar Spacing = 24.00 Rebar Placed at = Center Design Data = 25.78 fb/FB + fa/Fa = 0.832 Total Force @ Section lbs = 195.8 Moment.... Actual ft-# = 734.1 Moment..... Allowable ft-# = 882.1 Shear..... Actual psi = 4.4 Shear..... Allowable psi = 19.4 Bar Develop ABOVE Ht. in = 20.00 Bar Lap/Hook BELOW Ht. in = 20.00 Wall Weight psf = 94.0 Rebar Depth 'd' in= 5.75 Masonry Data @ Btm.= 3.00 in 2nd fm psi= 1,500 Fs psi = 20,000 Solid Grouting = No Speciallnspection = No Modular Ratio'n' = 25.78 Short Tenn Factor = 1.000 Equiv. Solid Thick. in= 7.50 Masonry Block Type = Normal Weight Concrete Data Pc psi = Fy psi = Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S' Fr Heel: Not req'd, Mu < S' Fr Key. No key defined Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 1.00 ft Cover @ Top = 2.00 in @ Btm.= 3.00 in 2nd Stem OK 0.00 Masonry 12.00 # 5 8.00 Center 0.874 248.0 1,343.9 1,538.5 4.2 19.4 25.00 6.00 133.0 5.75 1,500 20,000 No No 25.78 1.000 11.60 B.G. Structural Engineering, Inc. Title • Point Happy - Bldg. 4 & 5 Job # .854.27 Dsgnr. BG Date: NOV 21,2000 Description.... 9'-6" Garden Wall 4Pc7 Cantilevered Retaining Wall Design RetainPro Professional 5.0.6, 10 -Feb -99. (c)1989-99 Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs It ft-# lbs ft ft-# Heel Active Pressure = 48.8 0.56 27.2 Soil Over Heel = 92.1 2.88 264.9 Toe Active Pressure = -48.6 0.56 -27.0 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = 248.0 6.42 1,591.8 Soil Over Toe = 91,7 0.63 57.3 Surcharge Over Toe = Total = 248.1 O.T.M. = 1,592.0 Stem Weight(s) - 1,060.1 Earth @ Stem Transitions = 1.75 1,855.2 Resisting/OverturningRatio = 1.94 Footing Weight _ - 525.0 1.75 918.7 Vertical Loads used for Soil Pressure = 1,782.5 Itis Key Weight = 1.00 Vert. Component = Vertical component of active pressure used for soil pressure Total = 1,768.9 lbs R.M.= 3,096.1 i Pb/c/i -�I°PY L A B,G, STRUCTURAL ENGINEERING SHEET N0. 0 ` JOB. N0. DATE aa) ICoI Pv%v y l_A'r CMAI- 614) I ieo SHEET N0. Sz B,G, STRUCTURAL JOB. NO. ENGINEERING DATE ENGINEER Q 7,4; 4 1_ - a 2q.S' Ae.rx IC PROJECT �O/i✓T sT/►r �Y SHEET N0. B.G. STRUCTURAL JOB NO Q�7 ITEM DATE e- 4 ENGINEERING ENGINEER z�,21> Cl^1 ) Cl2�SIL1�i L'll >r PAI 'r-. \,/A ? CP P s. F- 7 /933 Z-14967 �So 11 ITEM ro9lwr—~-f B4—�4 + � 5 W�19:412M- B.G. STRUCTURAL ENGINEERING NO. JOB NO. 5;+.4 &.7 DATE //.. Cpo ENGINEER + da-// 31VO L2 * 15&9 -ON 90f 4040 'ON 133HS JNIU33NION3 ina nl3 n uls logo w 50-p- %-4-dPW -a~161�i 103MWd �Icl VS 6-b �4 L b 9 66) LIZ � A\t.7- da-// 31VO L2 * 15&9 -ON 90f 4040 'ON 133HS JNIU33NION3 ina nl3 n uls logo w 50-p- %-4-dPW -a~161�i 103MWd PROJECT ITEM V&A S,6 )I B.G. STRUCTURAL ENGINEERING .0094 YSZZZ1) /7, .rt(lzig��szzsl>�ti��1�1�2�,y� CCT g7Sl52zs� � ►%,5� ZOo ZAP j r L (7 L OS i tO�g- Z� Y ` i94��SzZst� z o ---- 4.VvEltm s 31 Ir �4-� b1g �4i rL(zz�s�SzZs-�> L , 04' Z 0 JOB NO. -4, 7i7 DATE ENGINEER i PROJECT f��NT _,j4foAp y SHEET NO. 07 4t s B.G. STRUCTURAL JOB NO. ITEM DATE G ENGINEERING ENGINEER So 4- `t at V ww�,.gp Z S-66 /O '9'Z # PROJECT�Q/NT Awpy e 4- 7 ITEM B.G. STRUCTURAL ENGINE ERING V ` G *(i 4 9.1 Mac C ZO $13 *—oc? SHEET N0. JOB N0. DATE ENGINEER` f /:_7 L� s S($�'� q Z to 5 -f-T 4 1 2�,5 � r777 ?-(4-%\ r-`� o'i ,t Mie r. zea (I SA C.a� L Z 3 q3s�"T 34'3-9 -79 I o D MpG 771 Zt� �L (z�(�jFr�(3�-�I7 (rz.sll(rZ� (.s�(.S�) t z►og3 *_f -s c. 'l 7 1. I a r UPLIFT CALCULATIONS: (IF ONE STORY BLDG., INPUT ZERO FOR ALL UPPER LEVEL INPUT.) 11/22/2000 ALLOWABLE SOIL BEARING 99.1 FT -KIPS (W/ SHORT TERM INCR.) = 1995 PSF. LINE NUMBER = 2 PLF. SHEAR WALL LENGTH = 10 FT. UPPER LEVEL UNIT SHEAR = 0 PLF. UPPER LEVEL PL. HT. = 0 FT. TOTAL LOWER LEVEL UNIT SHEAR = 762 PLF. LOWER LEVEL PL. HT. = 11 FT. UPPER LEVEL DL = 0 PLF. LOWER LEVEL DL = 339 PLF. WALL DL = 17 .PSF. ADD'L UPPER LEVEL DL AT END OF WALL = 0 LBS. ADD'L LOWER LEVEL DL AT END OF WALL= 0 LBS. ADD'L UPPER LEVEL RES. MOMENT = 0 FT -KIP ADD'L LOWER LEVEL RES. MOMENT = 0 FT -KIP USE STRAP TO UPPER LEVEL? n (Y OR N FOOTING LENGTH = 20.00 FT. FOOTING WIDTH = 18 IN. FOOTING DEPTH = 18 IN. INTERIOR FTG. ? Y OR N USE NO UPPER LEVEL TIE DOWN SCT USE HD7aWM4 HOLDOWN AT FOUNDATION W/ 18 IN. W X 18 IN. D G.B. W/ 3 (EXTEND GRADE BEAM 5 FEET MINIMUM 'EYOND END OF SHEAR WALL) LOWER LEVEL: OTM = 83.8 FT -KIPS RM (AT UPPER LEVEL SILL PL.) = 27.2 FT -KIPS NET LOWER LEVEL UPLIFT= 5667 LBS. FOUNDATION: RAPM OTM = 99.1 FT -KIPS RM = 264.3 FT -KIPS FTG. WT. = 1050 PLF. F.S. = 2.67 >=1.50, O.K. L (cantilever) = 5.0 FT. SOIL BRG. = 1825 PSF. O.K. SOIL BRG. RESULTANT IS OUT OF MID 1/3 (cant) UPLIFT = 13.1 FT -KIPS M (cant) SOIL BRG. = 20.7 FT -KIPS (GOV.) T 8, B As (GR40) = 0.70 IN.A2 As (GR60) = 0.47 IN.A2 fC7 UPLIFT CALCULATIONS: (IF ONE STORY BLDG., INPUT ZERO FOR ALL UPPER LEVEL INPUT.) 11122/2000 ALLOWABLE SOIL BEARING (WI SHORT TERM INCR.) = 1995 PSF. LINE NUMBER = 3 SHEAR WALL LENGTH = 12 FT. UPPER LEVEL UNIT SHEAR = 0 PLF. UPPER LEVEL PL. HT. = 0 FT. TOTAL LOWER LEVEL UNIT SHEAR = 738 PLF. LOWER LEVEL PL. HT. = 11 FT. LOWER LEVEL: UPPER LEVEL DL = 0 PLF. OTM = • 97.4 FT -KIPS TOWER LEVEL DL = 132 PLF. RM (AT UPPER LEVEL SILL PL.) = 24.2 FT -KIPS WALL DL = 17 PSF. NET LOWER LEVEL UPLIFT = 6102 LBS. ADD'L UPPER LEVEL DL AT END OF WALL = 0 LBS. ADD'L LOWER LEVEL DL AT END OF WALL = 0 LBS. FOUNDATION: ADD'L UPPER LEVEL RES. MOMENT = 0 FT -KIP OTM = 115.1 FT -KIPS ADD'L LOWER LEVEL RES. MOMENT = 0 FT -KIP RM = 298.5 FT -KIPS USE STRAP TO UPPER LEVEL ? n (Y OR N) FTG. WT. = 1050 PLF. FOOTING LENGTH- 22.00 FT. F.S. = 2.59 —1.50, O.K. FOOTING WIDTH = 18 IN. L (cantilever) = 5.0 FT. FOOTING DEPTH = 18 IN. SOIL BRG. = 1732 PSF. O.K. INTERIOR FTG. ? Y OR N SOIL BRG. RESULTANT IS OUT OF MID 1/3 USE NO UPPER LEVEL TIE DOWN STRAP M (cant) UPLIFT = 13.1 FT -KIPS USE HD44 0*?,A HOLDOWN AT FOUNDATION W/ M (cant) SOIL BRG. = 19.7 FT -KIPS (GOV.) 18 IN. W X 18 IN. D G.B. W/ '!j — T & B As (GR40) = 0.67 IN.A2 (EXTEND GRADE BEAM 5 FEET MINIMUM As (GR60) = 0.45 IN.A2 BEYOND END OF SHEAR WALL) 51,215171.#N --121 Ole V2 ea 12�� s')�`.).C�,� CIS 1)1,1 ell)/-/ + (qt} NH b i It 1) 6 z.11W ew YI cy CA. - /190 IOP / 2 99 �151,)-tkav f 4.6 1),4 k SO I 7W Av 71,70, U33NION3 8NIU33NIBN3 31VO V4311 LZ -.�� '0 N 9 o r WHOURHIS TO s-� y 16 'ON 133HS I 133rOUd PROJECT op y �•�srll M /0 B.G. STRUCTURAL ENGINEERING SHEET NO. c7 Z JOB NO. As"",, 27 DATE / ENGINEER z 17 (IS") (.5) (,�s'� r %q'¢'%9 -FT .53 �! 1-7 4'70 zL iulo Llo�oo Cl2:Z�(�'S/t-7> t CaivZso'�- Colo Z 5- o ZCo-o Bar 1� �a 4, �;cf 7 Z Z �' 9/a s- S. m Pso4- BA 50 17 (�s�) C►��"Cs'�C�B�'1 r �2 T4s-� 4-z 41 3 9 8 `' R3 UPLIFT CALCULATIONS: (IF ONE STORY BLDG., INPUT ZERO FOR ALL UPPER LEVEL INPUT.) 11/22/2000 ALLOWABLE SOIL BEARING (W/ SHORT TERM INCR.) = 1995 PSF. LINE NUMBER = 8 SHEAR WALL LENGTH = 8.5 FT. UPPER LEVEL UNIT SHEAR = 0 PLF. UPPER LEVEL PL. HT. = 0 FT. TOTAL LOWER LEVEL UNIT SHEAR = 624 PLF. LOWER LEVEL PL. HT. = 12.5 FT. LOWER LEVEL: UPPER LEVEL DL = 0 PLF. OTM = 66.3 FT -KIPS LOWER LEVEL DL = 637 PLF. RM (AT UPPER LEVEL SILL PL.) = 31.3 FT -KIPS WALL DL = 17 PSF. NET LOWER LEVEL UPLIFT = 4117 LBS. ADD'L UPPER LEVEL DL AT END OF WALL = 0 LBS. ADD'L LOWER LEVEL DL AT END OF WALL = 0 LBS. FOUNDATION: ADD'L UPPER LEVEL RES. MOMENT = 0 FT -KIP OTM = 76.9 FT -KIPS ADD'L LOWER LEVEL RES. MOMENT = 0 FT -KIP RM = 179.3 FT -KIPS USE STRAP TO UPPER LEVEL ? n (Y OR N) FTG. WT. = 750 PLF. FOOTING LENGTH = 17.50 FT. F.S. = 2.33 >=1.50, O.K. FOOTING WIDTH = 18 IN. L (cantilever) = 4.5 FT. FOOTING DEPTH = 18 IN. SOIL BRG. = 1791 PSF. O.K. INTERIOR FTG. ? n Y OR N SOIL BRG. RESULTANT IS OUT OF MID 1/3 USE NO UPPER LEVEL TIE DOWN STRAP M (cant) UPLIFT = . 7.6 FT -KIPS USE F4DSA AWMEMP HOLDOWN AT FOUNDATION W/ M (cant) SOIL BRG. = 16.2 FT -KIPS (GOV.) 18 JN. W X 18 IN. D G.B. W/ 5 — T $ B As (GR40) = 0.54 IN. -2 (EXTEND GRADE BEAM 4.5 FEET MINIMUM As (GR60) = 0.36 IN.^2 BEYOND END OF SHEAR WALL) PROJECTSHEET N0. div T �op -( 17+ B.G. STRUCTURAL J0B ND- 9-, 7,7 ITEM DATE ENGINEERING ENGINEER :-e,"pr U 17P.A-17- hWp 1 &1941.4* 5; ITEM Mo �... /7�I.3 F- /lo • (o C. F --c, 15 B.G. STRUCTURAL ENGINEERING T -S F �. 5 � 3L�" �1193�i. �21�ILa, SHEET NO. JOB NO. 5 DATE AM, L G0")s7 (1-I-\' C-&� t -1 Zi,J 4LJ'743 Ll�;�� sg C-tg )o��C`1v� Wl 2 5O G r .7 i PROJECT pp y BLDG . 4' 41� S ITEM B.G. STRUCTURAL ENGINEERING G %� L`� �Io i�g ).�Lftil L ?jZC ./G�t_ w P t 9 oo '0 SHEET NO. q JOBNO. S�1-,2, DATE ,.! CPQ ENGINEER 'moi e— A3 -Z> VOL r -C.31,** Z�-O�- B.G. Structural Engineering, Inc. Title: Point Happy - Bldg. 4 & 5 Job # 854.27 45-535 Via Corona Dsgnr: BG Date: 4:45PM, 22 NOV 00 Indian Wells, CA 92210 Description : 17 (760) 568-3553 Scope (760) 568-5681 FAX Rer. 510300 User KW-0603989.Ve 5.1.3.22•J�1999.Win32Timber Column Design Page 1 81 (c) 1999 ENERCALC c:\eclwksic 854-27.ecw:Lateral Description Wall 13 - Trellis General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements h Wood Section 8x8 Total Column Height 11.00 ft Le XX for Axial 11.00 ft Rectangular Column Load Duration Factor 1.00 Le YY for Axial 11.00 ft Column Depth 7.50 in Fc 1,000.00 psi Lu XX for Bending 11.00 ft Width 7.50 in Fb - 1,200.00 psi 0.00 ft Sawn E - Elastic Modulus 1,600 ksi 0.00 lbs 0.00 lbs Douglas Fir - Larch (North), No.1 0.00 in-# Loads Max. Design Moment . 0.00in-# Dead Load Live Load Short Term Load Axial Load 450.00 lbs 450.00 lbs 0.00 lbs Eccentricity 0.000in Applied Moment 0.00 in-# 0.00 in-# Eccentric Side Load 0.00 lbs 0.00 lbs ....Side Load Eccentricity 0.00 in 0.00 in ....Side Load Dist. above Base 0.00 ft 0.00 ft Equivalent Load @ Mid -Height 0.00 lbs 0.00 lbs Side Load Moment 0.00 in-# 0.00 in-# Max. Design Moment 0.00in-# 0.00in-# ummary Using: 8x8, Width= 7.50in, Depth= 7.50in, Total Column Ht= 11.00ft DL+LL DL+LL+ST fc : Compresiion 16.00 psi 26.10 psi Fc: Allowable 817.46 psi 817.46 psi fbx :Flexural Fbx : Allowable Interaction Value Stress Details Fc: X -X Fc: Y -Y F'c : Allowable Fc:Allow' Load Dur Factor F'bx F'bxLoad Duration Factor 0.00 psi 1,200.00 psi 0.0196 817.46 psi 817.46 psi 817.46 psi 817.46 psi 1,200.00 psi 1'200.00 psi 1,063.77 psi 1,200.00 psi 0.9027 Max k'Lu / d Actual k•LLdd Min. Allow k'Lu / d Cf:Bending Rb: (Le d / bA2) A.5 Cf : Axial Axial X -X k Lu / d Axial Y -Y k Lu / d 74,796.00 in-# 568.00 lbs 0.00 in 11.00 ft 0.00 lbs 0.00 in-# 74,796.00 in-# Column OK DL + ST 18.10 psi 817.46 psi 1,063.77 psi 1,200.00 psi 0.8974 50.00 26.84 11.00 1.000 5.691 1.000 17.60 17.60 M. POLE FOOTING DESIGN 11/22/2000 LAT. SBP= 250 psf/ft LDF = 1.33 b= 24 in. CONSTRAINED CONDITION: d =(4.25*P*H/(S3*b))^0.5 S3=(LAT. SBP*d)*LDF NONCONSTRAINED CONDITION: d=(A/2)*(1+(1 +4.36*H/A)^0.5) S1=(LAT. SBP*d/3)*LDF A=2.34*P/(S 1 *b) REQUIRED DEPTHS FOR POLE FTGS P = 568 LBS H = 11 FT CONSTRAINED: NONCONSTRAINED: d= 3 ft. d= 4 ft. 5 in. 1 8 in. P = 810 LBS H = 1 FT CONSTRAINED: NONCONSTRAINED: d= 1 ft. d= 3 ft. 9 in. 4 in. PROJECT 1;2P1N7- AQPPY $t -a4 4-#s R.G. STR U CTU RAL ENGINEERING N0. J 0 8 N0. 554, 2 % DATE li ENGINEER MoL �g�S �iZ� q+��- Mr1.` �o � alb s-so-34.I�S ito A6, 51 tow sem i 5 - e5p.6 $ 3 Ap�. 20 gS Mo = IS 5 7 z -7 doI I c w / (2(, (6) + ! 7 (�'il, ` �i�, �> gs� c �:Z S -q:'5 dc loo UPLIFT CALCULATIONS: (IF ONE STORY BLDG., INPUT ZERO FOR ALL UPPER LEVEL INPUT.) 11r,22000 ALLOWABLE SOIL BEARING (W/ SHORT TERM INCR.) = 1995 PSF. LINE NUMBER = 15 SHEAR WALL LENGTH = 10 FT. UPPER LEVEL UNIT SHEAR = 0 PLF. UPPER LEVEL PL. HT. = 0 FT. TOTAL LOWER LEVEL UNIT SHEAR = 769 PLF. LOWER LEVEL PL. HT. = 12 FT. LOWER LEVEL: UPPER LEVEL DL = 0 PLF. OTM = 92.3 FT -KIPS LOWER LEVEL DL = 156 PLF. RM (AT UPPER LEVEL SILL PL.) = 18.9 FT -KIPS WALL DL = 17 PSF. NET LOWER LEVEL UPLIFT = 7343 LBS. ADD'L UPPER LEVEL DL AT END OF WALL = 0 LBS. ADD'L LOWER LEVEL DL AT END OF WALL = 0 LBS. FOUNDATION: ADD'L UPPER LEVEL RES. MOMENT = 0 FT -KIP OTM = 107.7 FT -KIPS ADD'L LOWER LEVEL RES. MOMENT = 0 FT -KIP RM = 247.7 FT -KIPS USE STRAP TO UPPER LEVEL ? n (Y OR N) FTG. WT. = 1050 PLF. FOOTING LENGTH = 20.00 FT. F.S. = 2.30 >=1.50, O.K. FOOTING WIDTH = 18 IN. L (cantilever) = 5.0 FT. FOOTING DEPTH = 18 IN. SOIL BRG. = 1918 PSF. O.K. INTERIOR FTG. ? OR N SOIL BRG. RESULTANT IS OUT OF MID 1/3 USE NO UPPER LEVEL TIE DOWN STRAP M (cant) UPLIFT = 13.1 FT -KIPS USE HD2&W 10A HOLDOWN AT FOUNDATION W/ M (cant) SOIL BRG. = 21.4 FT -KIPS (GOV.) 18 IN. W X 18 IN. D G.B. W/ 3-uT T & B As (GR40) = 0.73 INP2 (EXTEND GRADE BEAM 5 FEET MINIMUM As (GR60) = 0.49 IN.^2 BEYOND END OF SHEAR WALL) m UPLIFT CALCULATIONS: (IF ONE STORY BLDG., INPUT ZERO FOR ALL UPPER LEVEL INPUT.) 11/24/2000 ALLOWABLE SOIL BEARING (W/ SHORT TERM INCR.) = 1995 PSF. LINE NUMBER = _1 SHEAR WALL LENGTH = 9 FT. UPPER LEVEL UNIT SHEAR = 0 PLF. UPPER LEVEL PL. HT. = 0 FT. TOTAL LOWER LEVEL UNIT SHEAR = 895 PLF. LOWER LEVEL PL. HT. = 12 FT. LOWER LEVEL: UPPER LEVEL DL = 0 PLF. OTM = 96.7 FT -KIPS LOWER LEVEL DL = 156 PLF. RM (AT UPPER LEVEL SILL PL.) = 15.3 FT -KIPS WALL DL = 17 PSF. NET LOWER LEVEL UPLIFT = 9044 LBS. ADD'L UPPER LEVEL DL AT END OF WALL = 0 LBS. ADD'L LOWER LEVEL DL AT END OF WALL = 0 LBS. FOUNDATION: ADD'L UPPER LEVEL RES. MOMENT = 0 FT -KIP - OTM = 112.8 FT -KIPS ADD'L LOWER LEVEL RES. MOMENT = 0 FT -KIP RM = 194.7 FT -KIPS USE STRAP TO UPPER LEVEL ? n (Y OR N) FTG. WT. = 900 PLF. FOOTING LENGTH = 19.00 FT. F.S. = 1.73 >=1.50, O.K. FOOTING WIDTH = 24 IN. L (cantilever) = 5.0 FT. FOOTING DEPTH = 18 IN. SOIL BRG. = 1811 PSF. O.K. INTERIOR FTG. ? n Y OR N SOIL BRG. RESULTANT IS OUT OF MID 1/3 USE NO UPPER LEVEL TIE DOWN STRAP M (cant) UPLIFT = 11.3 FT -KIPS USE HDA J+A HOLOOWN AT FOUNDATION WI M (cant) SOIL BRG. = 18.9 FT -KIPS (GOV.) 24 IN. W X 18 IN. D G.B. W/ 5-11-S T & B As (GR40) = 0.64 IN.e2 (EXTEND GRADE BEAM 5 FEET MINIMUM As (GR60) = 0.42 IN ^2 ncvnun can nc cucec wei � t I ITEM 11701wr-hooppy i3 -L'0-6 4- 4. 5- �#ff AtL \,JA �V"; r 7, (a I I B,G. STRUCTURAL ENGINEERING SHE ET.NO. 1O� JOB NO. 454; 4-,'s DATE ENGINEER -7/m "�S .z.:.�p5 1 CQ.: t�'r-r �, z {u cit +- {?�� , s� C,s�C.��'1= �s 3 � �-� 4-0:S 1'44� -5 79`0 4 Vr- 4 (sc, (4�. �-vj ��i�� ,g�z(.5�� $S''> 73Co 3 *'H 71 A�b 1.05; -so-r UPLIFT CALCULATIONS: (IF ONE STORY BLDG., INPUT ZERO FOR ALL UPPER LEVEL INPUT.) 11/24/2000 ALLOWABLE SOIL BEARING (W/ SHORT TERM INCR.) = 1995 PSF. LINE NUMBER = 17 SHEAR WALL LENGTH = 7 FT. UPPER LEVEL UNIT SHEAR = 0 PLF. UPPER LEVEL PL. HT. = 0 FT. TOTAL LOWER LEVEL UNIT SHEAR = 413 PLF. LOWER LEVEL PL. HT. = 14 FT. LOWER LEVEL: UPPER LEVEL.DL = 0 PLF. OTM = 40.5 FT -KIPS LOWER LEVEL DL = 156 PLF. RM (AT UPPER LEVEL SILL PL.) = 10.1 FT -KIPS WALL DL = 17 PSF. NET LOWER LEVEL UPLIFT = 4344 LBS. ADD'L UPPER LEVEL DL AT END OF WALL = 0 LBS. ADD'L LOWER LEVEL DL AT.END OF WALL = 0 LBS. FOUNDATION: ADD'L UPPER LEVEL RES. MOMENT = 0 FT -KIP OTM = 46.3 FT -KIPS ADD'L LOWER LEVEL RES. MOMENT = 0 FT -KIP RM = 93.6 FT -KIPS USE STRAP TO UPPER LEVEL ? n (Y OR N) FTG. WT. = 750 PLF. FOOTING LENGTH = 14.00 FT. F.S. = 2.02 >=1.50, O.K. FOOTING WIDTH = 18 IN. L (cantilever) = 3.5 FT. FOOTING DEPTH = 18 IN. SOIL BRG. = 1712 PSF. O.K. INTERIOR FTG. ? n Y OR N SOIL BRG. RESULTANT IS OUT OF MID 1/3 USE NO UPPER LEVEL TIE DOWN STRAP M (cant) UPLIFT = 4.6 FT -KIPS.. USE HDI& 13A HOLDOWN AT FOUNDATION W/ M (cant) SOIL BRG. = 9.1 FT -KIPS (GOV.) 18 IN. W X 18 IN. D G.B. W/ '3 -Wr T & B As (GR40) = 0.30 IN.^2 (EXTEND GRADE BEAM 3.5 FEET MINIMUM As (GR60) = 0.20 IN. -2 PFYOND END OF SHEAR WALL tom UPLIFT CALCULATIONS: (IF ONE STORY BLDG., INPUT ZERO FOR ALL UPPER LEVEL INPUT.) 11/22/2000 OTM = 41.0 FT -KIPS ALLOWABLE SOIL BEARING 0 FT -KIP RM = (W/ SHORT TERM INCR.) = 1995 PSF. n LINE NUMBER = ,$_. 750 PLF. SHEAR WALL LENGTH = 6.5 FT. F.S. = UPPER LEVEL UNIT SHEAR = 0 PLF. 18 UPPER LEVEL PL. HT. = 0 FT. FT. TOTAL LOWER LEVEL UNIT SHEAR = 450 PLF. SOIL BRG. = LOWER LEVEL PL. HT. = 12 FT. LOWER LEVEL: UPPER LEVEL DL = 0 PLF. OTM = 35.1 FT -KIPS LOWER LEVEL DL = 104 PLF. RM (AT UPPER LEVEL SILL PL.) = 6.9 FT -KIPS WALL DL = 17 PSF. NET LOWER LEVEL UPLIFT = 4344 LBS. ADD'L UPPER LEVEL DL AT END OF WALL = 0 LBS. ADD'L LOWER LEVEL DL AT END OF WALL = 0 LBS. FOUNDATION: ADD'L UPPER LEVEL RES. MOMENT = 0 FT -KIP OTM = 41.0 FT -KIPS ADD'L LOWER LEVEL RES. MOMENT = 0 FT -KIP RM = 82.6 FT -KIPS USE STRAP TO UPPER LEVEL ? n (Y OR N) FTG. WT. = 750 PLF. FOOTING LENGTH = 13.50 FT. F.S. = 2.02 -11.50, O.K. FOOTING WIDTH =' 18 IN. L (cantilever) = 3.5 FT. FOOTING DEPTH = 18 IN. SOIL BRG. = 1622 PSF. O.K. INTERIOR FTG. ? n (Y OR N) SOIL BRG. RESULTANT IS OUT OF MID 1/3 USE NO USE HD29 $-A- 18 IN. W X (EXTEND GRADE BEAM BEYOND END OF SHEAR WALL] UPPER LEVEL TIE DOWN STRAP HOLDOWN AT FOUNDATION W/ 18 IN. D G.B. W/ S— *� T & B 3.5 FEET MINIMUM M (cant) UPLIFT = M (cant) SOIL BRG. = As (GR40) = As (GR60) = 4.6 FT -KIPS 8.6 FT -KIPS (GOV.) 0.29 IN ^2 0.19 IN."2 UPLIFT CALCULATIONS: (IF ONE STORY BLDG., INPUT ZERO FOR ALL UPPER LEVEL INPUT.) 11/23/2000 ALLOWABLE SOIL BEARING 110.3 FT -KIPS (W/ SHORT TERM INCR.) = 1995 PSF. LINE NUMBER = 19 PLF. SHEAR WALL LENGTH = 7.5 FT. UPPER LEVEL UNIT SHEAR = 0 PLF. UPPER LEVEL PL. HT. = 0 FT. TOTAL LOWER LEVEL UNIT SHEAR = 1050 PLF. LOWER LEVEL PL. HT. = 12 FT. UPPER LEVEL DL = 0 PLF. LOWER LEVEL DL = 1.04 PLF. WALL DL = 17 PSF. ADD'L UPPER LEVEL DL AT END OF WALL = 0 LBS. ADD'L LOWER LEVEL DL AT END OF WALL = 0 LBS. ADD'L UPPER LEVEL RES. MOMENT = 0 FT -KIP ADD'L LOWER LEVEL RES. MOMENT = 0 FT -KIP USE STRAP TO UPPER LEVEL ? n (Y OR N) FOOTING LENGTH = 21.50 FT. FOOTING WIDTH = 18 IN. FOOTING DEPTH = 18 IN. INTERIOR FTG. ? n (Y OR N) SE 18 NO UPPER LEVEL TIE DOWN STRAP HDlB&WHI IS HOLDOWN AT FOUNDATION W/ IN. WX 18 IN. DG.B.W/ 4-- *to T$B GRADE BEAM 7 FEET MINIMUM END OF SHEAR WALL) LOWER LEVEL: OTM = 94.5 FT -KIPS RM (AT UPPER LEVEL SILL PL.) = 9.1 FT -KIPS NET LOWER LEVEL UPLIFT = 11381 LBS. FOUNDATION: OTM = 110.3 FT -KIPS RM = 199.5 FT -KIPS FTG. WT. = 750 PLF. F.S. = 1.81 >=1.50, 0.11 L (cantilever) = 7.0 FT. SOIL BRG. = 1777 PSF. SOIL BRG. RESULTANT IS OUT OF MID 1/3 M (cant) UPLIFT = 18.4 FT -KIPS M (cant) SOIL BRG. = 35.5 FT -KIPS As (GR40) = 1.24 IN."2 As (GR60) = 0.82 IN."2 (GOV.) L PROJECT I ITEM 5*49 & \•✓Ar w s R.G. STRUCTURAL ENGINEERING V/- 29,.s SHEET NO. i D JOB N0. DATE ENGINEER . 737., 3 sb > tA-0 +am 3 PROJECT * 1,j'f 44P r'`( '• SHEET N0. /O S�61 4- 5 B.G. STRUCTURAL 70 N0. 2-7 ITEM' OATS ENGINEERING ENGINEER 8� Fi t> iz ?3eLL45l-i L` L� z cj 353 Y�� IZ�f v3� Pi Pz P3 Sc.L 101�04� 2 4.5 � I L - 10' 0" L� Gj l0 F — — — — 3X NAILER — t- ti - x x ' 3 3 FiH. FLR. — — — — — — — c O — — — , LFIn J `�'lX J F R A M E 1 5CALE: 1/4" = 1'-0" Company December 11, 2000 Designer 10 fj Job Number : 854.27 Point Happy Bldg. 4 & 5 Checked By: Global Steel Code AISC 9th Edition ASD Allowable Stress Increase Factor AASIF 0 Include Shear Deformation Yes Include War in Yes No. of Sections for Member Calcs 5 Redesign Sections Yes P -Delta Analysis Tolerance 0.50% Vertical Axis I Y Materials (General) Material Label Young's Modulus Shear Modulus Poisson's Thermal Coef. Weight Density Yield Stress Sections Section Database Material Area SA(yy) SA(zz) I y -y I z -z J (Torsion) T/C W 12X45 Joint Coordinates Joint Label X Coordinate Y Coordinate Z Coordinate Joint Temperature (Ft) (Ft) (Ft) (F) N1 0 0 0 0 N2 0 12.67 '0 0. N3 10 12.67 0 0 .......N4 10 .0. `0 Boundary Conditions Joint Label X Translation Y Translation Z Translation MX Rotation MY Rotation MZ Rotation Reaction Member Data X -Axis Section End Releases End Offsets Inactive Member Member Label I Node J Node K Node Rotate Set [-End J -End I -End J -End Code Length (degrees) In In Ft M1 N1 N2 COL 12.67 M2 N2 N3 BM M3 N3 N4 COL 1 12.67 Steel Design / NDS Parameters Member Section Length Lb y -y Lb z -z L_comp Cm y -y Cb Sway Label Set le2 lel le_bend K y -y K z -z CH Cm z -z B y z RISA -3D Version 4 [D:\1-DATA\Frames\6854-271.R3D] Page 1 Company Designer December 11, 2000 1 L'A Job Number : 854.27 Point Happy Bldg. 4 & 5 Checked By: Distributed Load Patterns Pattern Label Direction Start Magnitude End Magnitude Start Location End Location (Ktft. F) (K/ft. F) - (Ft or %) (Ft or %) Basic Load Case Data BLC No. Basic Load Case Category Category Load Type Totals Description Code Description Nodal Point Distributed Surface Joint Loads/Enforced Displacements, Category : None, BLC 1 : D Joint Label [L]oad or Direction Magnitude N2 Joint Loads/Enforced Displacements, Category: None, BLC 2: L Joint Label [L]oad or Direction Magnitude N2 Joint Loads/Enforced Displacements, Category: None, BLC 3: Eh Joint Label [L]oad or Direction Magnitude Member Point Loads, Category : None, BLC 1 : D Member Label I Joint J Joint Direction Magnitude Location Member Point Loads, Category: None, BLC 2: L Member Label I Joint J Joint Direction Magnitude Location K K-ftFt or 0% M2 N2 N3 Y -2.704 %50 Member Distributed Loads, Category : None, BLC 1 : D Member Label I Joint J Joint Load Pattern Label Pattern Multi tier M2 N2 N3 W1 DL 1 1 Member Distributed Loads, Cate -gory: None, BLC 2: L Member Label I Joint J Joint Load Pattern Label Pattern Multi tier M2 N2 N3 W 1 LL 1 1 . Load Combinations Company December 11, 2000 Designer t .10 Job Number : 854.27 Point Happy Bldg. 4 & 5 Checked By: Load Combinations (continued) Num Descriotion Env WS PD SRSS CD BLC Factor BLC Factor BLC Factor BLC Factor Joint Displacements, LC 1 : D+L Joint Label X Translation Y Translation Z Translation X Rotation Y Rotation Z Rotation (In) (In) (In) (radians) (radians) (radians) N1 0.000 0.000 0.000 0.000 0.000 0.000 N2 0.- =0:008 0.000 0.00.00:000 0 -0.,00=1. N3 -0.001 -0.007 0.000 0.000 0.000 0.001 N4 0.000 1 0:000 0.000 0.000 10.000 0 000 0 0 0 8.011 5 20.462 1 -1.437 0 0 0 12.563 M2 1 1.437 1 7:559 0 :0 .•0 12.563. 1 • - Joint Displacements, LC 1 : D+L Joint Label X Translation Y Translation Z Translation X Rotation Y Rotation Z Rotation (In) (In) (In) (radians) (radians) (radians) N1 0.000 0.000 0.000 0.000 0.000 0.000 N2 0.- =0:008 0.000 0.00.00:000 0 -0.,00=1. N3 -0.001 -0.007 0.000 0.000 0.000 0.001 N4 0.000 1 0:000 0.000 0.000 10.000 0 000 Reactions, LC 1 : D+L Joint Label X Force Y Force Z Force X Moment Y Moment Z Moment Center of Gravity Coords (X,Y,Z) (Ft) : 1 4.653 1 12.487 1 0.000771 Material Takeoff, LC 1 : D+L Section Set Database Shape Total Length Total Weight Member Section Forces, LC I: D+L Member Label Section Axial Shear y -y Shear z -z Torque Moment y -y Moment z -z (K) (K) (K) (K -ft) (K -ft) (K -ft) M1 1 21.031 -1.437 0 0 0 -5.647 2 20.889 -1.437 0 0 0 -1.094 3 20.747 -1.437 0 0 0 3.458 4 20.604 1 -1.437 0 0 0 8.011 5 20.462 1 -1.437 0 0 0 12.563 M2 1 1.437 1 7:559 0 :0 .•0 12.563. RISA -3D Version 4 [D:\1-DATA\Frames\6854-271.R3D] Page 3 Company December 11, 2000 Designer f i Job Number : 854.27 Point Happy Bldg. 4 & 5 Checked By: Member Section Forces, LC 1 : D+L. (continued) Member Label Section Axial Shear y -y Shear z -z Torque Moment y -y Moment z -z Member Stresses, LC I: D+L Member Label Section Axial Shear y -y Shear z -z Bending y -top Bending y -bot Bending z -top Bending z -bot (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) M1 1 1.593 -0.427 0 1.167 -1.167 0 1 0 1 0.005 2 1.582 -0.427 0 0.226 -0.226 0 0 0 3 1.572 -0.427 0 -0.715 0.715 0 0 NC 4 1 1.561 -0.427 0 -1.656 1 1.656 0 0 1 0 5 1 1.55 -0.427 0 -2.597 1 2.597 0 0 I M2 1 0.193 3.604 :.0 -7:1:75 TA -75 '0... 0 -2154:8:12. 2 0.193 2.413 0 1.834 -1.834 0: ' 0 5 3 0.193 =1:.228 0 -7-2,77'. ,; 7:277. 0.:::. ..0. 4 0.193 =2419 .,0: 4:817 -.1 8:17. 0` 0 0 5 0193 -3:61 0 =.7.211 T211' 0 0 M3 1 1.344 -0.427 0 2.61 -2.61 0 0 0.002 2 1.355 -0.427 0 1.669 -1.669 0 0 0 3 1.366 -0.427 0 0.728 -0.728 0 0 4 1.376 -0.427 0 -0.213 0.213 0 0 5 1.387 -0.427 0 -1.154 1.154 0 0 Member Deflections, LC 1 : D+L Member Label Section x -Translation , y -Translation z -Translation x -Rotation (n) Uy Ratio (n) Uz Ratio In In In radians M1 M2 M3 1 0 0 I 0 0 1 NC NC 2 -0.002 0.005 0 0 1 C I NC 3 -0.004 0.012 1 0 0 1 NC I NC 4 -0.006 0.013 0 0 NC I NC 5 -0.008 0 0 0 NC I NC 1 0 ;0.008 0 :. 0 � . ' .:NC` :'NC'::,.:::: 2 . 0. -0:042: 0'' 0.:::. .:3558.:7.33 3 0- -0.063 _767- 7 0 -2154:8:12. -NC. ` 4 -0:001: -0:041 i 0' 0:. 3565x971 `NG. < :: 5 -0.001'. =0.007 ! 1 0.007 0.001 i 0 0 NC NC 2 0.005 -0.012 1 0 0 NC NC 3 0.004 -0.012 1 0 0 NC NC 4 0.002 -0.005 1 0 0 NC NC 5 0 0 0 0 NC NC Member RISC ASD 9th Code Checks, LC 1 : D+L Member Label Code Chk Loc Shear Chk Loc Dir Fa Fb y -y Fb z -z ASD Eqn. RISA -3D Version 4 [D:\1-DATA\Frames\B854-271.R3D] Page 4 Company December 11, 2000 Designer Job Number : 854.27 Point Happy Bldg. 4 & 5 Checked By: Member AISC ASD 9th Code Checks, LC 1 : D+L, (continued) Member Label Code Chk Loc Shear Chk Loc Dir Fa Fb y -y Fb z -z ASD Eqn. Ft Ft) (Ksi) (Ksi) (Ksi M3 0.158 1 0 1 0.021 1 0 1 Y 1 16.121 1 37.5 1 30 1 H1-1 RISA -3D Version 4 [D:\1-DATA\Frames\6854-271.R3D] Page 5 Company December 11, 2000 Designer Job Number : 854.27 Point Happy Bldg. 4 & 5 Checked By: Envelope Joint Displacements Joint Label X Translate Y Translate Z Translate X Rotate Y Rotate Z Rotate 11n1 I r /In1 I r IInl I r /rnHinnsl I r /rarlinnsl I r Irnrii2ml I r N1 max 0.000 5 0.000 5 1 0.000 1 1 0.000 1 1 0.000 i 1 1 0.000 2 5 min 0.000 2 1 0.000 2 1 .0.000. 1 1 0.000 1 0:000 ! 1 1 0.000 5 N2 max 1 0.326 3 1 -0.001 i 5 0.000 1 1 0.000 1 1 0.000 1 0.002 4 11739.342 5 min 1 -0.326 1 2 1 -0.009 1 2. 0.000 1 i 0.000 1 1 '0.000 1 1 -0:003 3:. N3 max 0.328 1 3 -0.002 4 1 0.000 1 1 0.000 1 1 0.000 i 1 0.003 2 0 min -0.33 1 .2 -0.007 1 1 1 0.000 1 0.000 1 1 'OA00 I 1 -0:002 5- N4 max 0.000 1 3 0.000 1 4 1 0.000 1 i 0.000 1 0.000 1 0.000 4 0 min.1 .0:000 1 4 . .0:000 1 1 1 0.000 1 0.000. 1 1 0:000 1 0000:.. .3. Envelope Reactions Joint Label X Force Y Force Z Force X Moment Y Moment Z Moment IK1 I r /K1 I r /Kl I r IK-ftl I r IK -ft) I r (K-ftl I c N1 max 1 6.314 2 24.018 2 NC NC I NC 41.464 5 min 1 -4.506 5 3.057 5 NC 1 NC' NC 1 =48:868. '2.: N4 max 1 4.235 1 4 18.311 1 NC I NC I I NC 47.874 3 min 1 -6.046 T 3 '6.154. 4 NC :NC' I I 'NC .40:705. 4 Reaction Totals: max 1 min 9.971 -9.971 11739.342 5 13.181 1 1 5 0.000 1 '0.000 1 2 0 1 1 0 Material Takeoff, LC 1 : D+L Section Set Database Shape Total Length Total Weight Envelope Member Section Forces Member Label Section Axial Lc Shear y -y Lc Shear z -z Lc Torque Lc Moment y -y Lc Moment z -z Lc /{Cl /Kl 11<1 (K-ft1 /K-ftl /K-ftl M1 1 max 24.018 2 4.512 5 0 1 0 1 0 1 41.464 5 min 3.057 5 1 -6.365 1 2 0 1 1 0 1 1 0 1 -48.868 2 2 i max 1 23.816 2 1 4.512 1 5 0 1 0 1 0 1 27.173 5 min 1 2.96 5 1 -6.365 1 2 0 1 1 0 1 0 1 -28.706 2 3 1 max 1 23.614 2 1 4.512 1 5 0 1 0 1 0 1 14.316 3 .min 2.863 5 -6.365 ' 2 0 1 0 1 0 1 -9.9 4 4 max 23.412 2 4.512 5 1 0 1 0 1 0 1 11.617 2 min 2.767 5 -6.365 2 0 1 1 0 1 0 1 -1.411 5 5 1 max 23.21 2 4.512 1 5 0 1 0 1 0 1 31.778 2 min 2.67 5 -6.365 2 0 1 0 1 0 1 -15.702 5 M2 1 max, 6.314 2 11:135 2 0 1 0 1 0 :1.31-78--A:.:2 min. 1 -4.506 5. =1:486. .5.- 0 1 0 1: - . ,0: 1 _A5:702 . °5 2 max. '6.314 2 8.763 2 0 ,1 . 0 1 0.. 1 :8:1:67- 4 l min -4.506 5 -2.316 5 0 1 1 0 - ° Q. 1' - =.12:277' .3 �! 3 max 6.314 2. 2:613 4 0 1 0� 1 . 0: 1 -4:-12" min -4.506 .5 =5:859 3 -0 1 0 1 .0'. .. -12:742 1 ` 4 max 6.314 2 1:245 4. 0 1 0 `1 - 0 1 :" 8.921 .5 - S:mina mi . n.. .. 4.506 5 -7:694 .3: 0 1' 0... 1 . `° -0:. 1 . > =:13:027:: 2,:: 5 max 1 6.314 2 =0:122 4. 0, 1 0., 1 ..0 1. rt•iin . 1 -4.506 5 1. -9:529. 1, 3 1 0-,.:. :1 1 0 1 1.. 0 1_:. -13:1:1'6_` . 4. M3 1 max 1 17.742 1 1 1 4.248 1 4 1 0 1 1 0 1 1 1 0 1 13.116 4 RISA -3D Version 4 [D:\1-DATA\Frames\6854-271.R3D] Page 1 Company December 11, 2000 i t Designer Job Number : 854.27 Point Happy Bldg. 4 & 5 Checked By: Envelope Member Section Forces, (continued) Member Label Section Axial Lc Shear y -y Lc Shear z -z Lc Torque Lc Moment y -y Lc Moment z -z Lc W1 (K1 11<1 W-141 W -N1 !K -M Envelope Member Section Stresses Member Label Section Axial Shear y -y Shear z -z Bending y -top Bending y -bot Bending z -top Bending z -bot /Keil I r (Keil I r /Kci► I r (Keil I r lKcil I r (Kai) I r !Keil I r M1 M2 M3 1 min 1 5.517 1 4 -6.083 1 3 1 0 1 0 1 0 1 1 -29.201 1 3 2 1 max 1 17.884 1 1 4.248 1 4 1 0 1 0 1 1 0 1 1 1 -0.339 i 4 0 min 1 5.676 1 4 1 -6.083 1 3 1 0 1 1 0 1! 0 . 1 1 -9.932 1 3 3 max 1 18.026 1 1 4.248 1 4 1 0 1 1 0 1 1 0 1 1 10.718 1 5 0 min 1 5.835 1 4 1 -6.083 ! 3 1 0 1 0 1 0 1 1 -15.256 1 2 4 max 1 18.168 1 1 1 4.248 ! 4 1 0 1 0 1 0 1 1 28.605 1 3 3 1 -2.047 ! 4 min 1 5.995 1 4 1 -6.083 1 3 1 0 1 0 1 0 1 1 -27.25 1 4 5 max 18.311 1 4.248 4 0 11 0 1 0 1 47.874 3 -2.402 1 min 1 6.154 : 4 1 -6.083 1 3 1 0 ! 1 0 1! 0 1 1 -40.705 4 Envelope Member Section Stresses Member Label Section Axial Shear y -y Shear z -z Bending y -top Bending y -bot Bending z -top Bending z -bot /Keil I r (Keil I r /Kci► I r (Keil I r lKcil I r (Kai) I r !Keil I r M1 M2 M3 1 max 1.82 2 1.34 5 1 0 1 1 10.103 2 8.572 1 5 0 1 0 1 0 min 0.232 5 -1.891 i 2 1 0 1 1 -8.572 1 5.-10.103. 2 0 1 0 1 2 maxi 1.804 2 1.34 5 I 0 1 5.935 1 2 1 5.618 1 5 0 1 1 0 1 4233.841 min 1 0.224 5 -1.891 ! 2 i 0 1 1 -5.618 1 5 1 -5.935 12 0 1 1 0 1 3 1 max 1 1.789 2 1.34 5 1 0 1 2.047 1 4 2.96 1 3 0 1 0 1 min 0.217 5-1.891 i 2! 0 1 -2.96 1 3 1 -2.047 ! 4 0 1 0 1 4 max 1.774 1 2 1.34 5 1 0 1 1 0.292 1 5 1 2.402 1 2 0 1 1 0 1 min 0.21 5 -1.891 2 0 1 1 -2.402 1 2-0.292 1 5 0 1 0 1 5 max 1.758 2 1.34 5 0 1 3.246 5 6.57 1 2 0 1 0 1 min 0.202 5 1 -1.891 ! 2 0 1 -6.57 : 2 1 -3.246 1 5 0 1 0 1 1 max 0.85 2. 1 5:308 ! 2 0 1 _8:968 15 . ':1&A5:..1 2:.0'` ..0 ::1:� min -0:607 5 =0.709 ! 5 0 1.. -18:1'5 2 =8:968 . 5 . .0 T::_ : 0. - ':1 2 max: 0`8b 2. 4.177 1'2 I 0 1. .7.:012. 3 1.4.1664:1 *1.0- -min: -min . 4.607 5 :.-1:104.: 5.1 0 :1....-4:664. 4 ..-7:0:12..: 3:::.:...:.0;: .1: -.0....:::'1:; 3 max 0.85 2' .. 1:24.5 4 1 -0. 1 2:277: 1 =2:353: 5"I':` 0 .. .`1 :...:0:; min . -0:607 5 -2:793 T 3 . 0.. 1':,..2-3:53:%..---5...:'.7.277.,: 4`.<:::: 4 max 0.85. 2 0.594 14 ! 0 1 . :7:44: 2.: 5:095 5_. ' `: 0;• .: 1 .: 0`: 1. _; min =0.607 5 -3:668 3 0.: 1=:.: =5:09.5: 5::.: =T44:. 2.: U' 1 0`: 5 max 0.85 2. =0:058 1 4 1 0 1 :.. 7:491 4..16:67:7:1'3; 0 1 -0,.. :'XV min: 1 4.607 5. . -4:543 1 3 1 677 3 -7:491:14-'.-. 1 max 1 1.344 1 1 1.262 4 1 0 111 6.037 1 3 1 2.712 ! 4 0 1 0 1 min 1 0.418 4 1 -1.807.3 1 0 1 1 -2.712 1 4 1 -6.037 ! 3 0 1 1 0 1 2 max 1.355 1 1 1 1.262 ' 4! 0 1 2.053 3 -0.07 4 0 1 1 0 1 min 0.43 4 1 -1.807 1 3' 0 1 0.07 1 4 -2.053 1 3 0 1 1 0 1 3 max 1.366 1 1.262 1 4 1 0 11 3.154 1 2 2.216 1 5 0 1 1 0 1 min 0.442 4 1 -1.807 1 3 1 0 11 -2.216 1 5 -3.154 1 2 0 1 1 0 1 4 max 1.376 1 1 1.262 14 0 1 5.634 1 4 5.914 1 3 0 1 0 1 min 0.454 4 -1.807 1 3 0 1 -5.914 3 -5.634 4 0 0 5 max 1.387 1 1.262 1 4 0 1 8.415 4 9.898 3 0 Ell 0 1 min 0.466 4 -1.807 i 3 0 1 -9.898 1 3 -8.415 4 0 1 0 1 Member Deflection Member Label Section x -Translate Lc y -Translate Lc z -Translate Lc x -Rotate Lc (n) Uy Ratio Lc (n) Uz Ratio Lc tint flnl tlnl rrntlinncl M1 1 1 max 1 0 1 1 0 1 0 1 0 1 NC NC min 0 1 1 0 1 0 1 0 1 NC NC 2 max - 0 5 1 0.042 1 2 0 1 0 1 3582.631 2 NC min -0.002 2 1 -0.036 1 5 0 1 0 1 4233.841 5 NC 3 max -0.001 5 1 0.134 1 2 0 1 0 1 1135.4 2 NC min -0.0051__2_T_-0.118 1 5 0 1 0 1 1 1285.919.-5-F NC RISA -3D Version 4 [D:\1-DATA\Frames\6854-271.R3D] Page 2 Company December 11, 2000 I. Designer Job Number 854.27 Point Happy Bldg. 4 & 5 Checked By: Member Deflections, (continued) Member Label Section x -Translate Lc x -Translate Lc x -Translate Lc x -Rotate Lc (n) Uy Ratio Lc (n) Uz Ratio Lc (Int (In) (In) (radians) r -M2 F --M3 4 max;: -0.001 5 0.24 2 0 1 1 0 1 1 633.568 2 1 NC I min i -0.007 2 1 -0-223 5 0 1 1 0 1 1 683.142 5 i NC 5 Imax- -0.001 i 5 1 0.326 1 2 0 1 0 1 --1 1 466.098 -F467.009 2 1 NC I 1 -0.009 1 2 -0.326 i 3 1 0 1 0 3 1 NC 1 ..1 -min maxi .0.326 1 3 -0.001 5 1 0 11 0 A :NC I -NC-'.:. mini -0.326 1 2 1 -0.009 2 0.. 1. 0 -1 NC C.'..:. 2. max 0.326 1 3 -0.002 4 :0 1 0 1 NC I NG min -0.327 1 2 -0.051 3 0 1 .0 3 1 NC: 3 max! 0327 1 3 . .-0'.'02" 5 01 , 1 0 T, � 67061:73: 5 ' min.1 -0328 1 2. A.2063 1 0 1 0 -1 . '812 -2154. 1 C- 4; Imaxi 0.327 13 0.'008 5 0 0 min 1 -0.329 2 -0-'06. 2 0 1:-. - . 0 12231-222.1-2 NG. 5 I.max 1 0.328 3 1 -0.002 1.4 0 1.:.- 0 '71 :NG" M'.. I min 1 -'0.33 1 2 1 -0Q07 .1 1' 1 0 1 0: A I ',NC 'NC. 1 Imaxi 0.007 1 1 J_ 0.33 2 1 0 1 0 1 461.125 2 1 NC min i 0.002 4 1 -0.328 3 0 1 0 1 463.893 3-T- NC 2 1 max 1 0.005 i 1 1 0.222 4 0 1 0 1 683.785 4 NC I min 1 0,002 1 4 1 -0.238 3 0 1 0 1 1 637.898 3 NC 3 max j 0.004 1 1 0.117 1 4 0 1 0 1 1 1299.368 4 1 NC min 0.001 4 1 -0.132 1 3 0 1 0 1 1 1152.01 3 NC 4 max 0.002 1 0.035 4 0 1 0 1 4315.278 4 1 NC min 1 0.001 4 -0.042 3 0 1 0 1 3658.445 3 1 NC 5 maxi 0 1 0 1 0 1 1 0 1 NC I NC I min! 0 1 1 1 0 11 0 1 1 0 1 NQ I NC Envelope Member AISC ASD 9th Code Checks Member Label Code Chk LOC Shear Chk Loc Dir Fa Fb y -y Fb z -z ASD Eqn. RISA -3D Version 4 [D:\1-DATA\Frames\6854-271.R3D) Page 3 Company December 11, 2000 Designer b Job Number : 854.27 Point Happy Bldg. 4 & 5 Checked By: Member RISC ASD 9th Code Checks, LC 6 : 1.2d+0.5L+2.BEh Member Label Code Chk Loc Shear Chk Loc Dir Fa Fb y -y Fb z -z ASD Eqn. Ft Ft Ksi Ksi Ksi M1 0.654 0 ' 0.156 0 1 y 23.295 54.188 43.35 H1-2 M2 0.92 0 1 0:289 0 1 y 16.942 1 ' 54:188 43:35 H1-2. M3 1 0.571 1 12.67 1 0.133 1 0 1 Y 1 23.295 1 54.188 1 43.35 1 H1-2 RISA -3D Version 4 [D:\1-DATA\Frames\6854-271.R3D] Page 1 Company December 11, 2000 Designer t t-1 Job Number : 854.27 Point Happy Bldg. 4 & 5 Checked By: Member AISC ASD 9th Code Checks, LC 7: 0.9D-2.8Eh Member Label Code Chk Loc Shear Chk Loc Dir Fa Fb y -y Fb z -z ASD Eqn. Ft FO (Ksi) (Ksi) (Ksi M 1 1 0.57 1 0 0.137 0 1 y 1 23.295 54.188 43.35 H2-1 1 0.629 I 12.67 1 0.151 1 0 1 y 1 23.295 54.188 L 43.35 1 H1-2 I RISA -3D Version 4 [D:\1-DATA\Frames\B854-271.R3D] Page 1 Company December 11, 2000 Designer r'j. 00 Job Number : 854.27 Point Happy Bldg. 4 & 5 Checked By: Reactions, LC 8: 1.OD+1.OEh Joint Label X Force Y Force Z Force X Moment Y Moment Z Moment Center of Gravity Coords (X,Y,Z) (Ft) F74.666 _ 12.29.8___ _ 0.000 RISA -3D Version 4 [D:\1-DATA\Frames\6854-271.R3D] Page 1 Company December 11, 2000 Designer I I Job Number : 854.27 Point Happy Bldg. 4 & 5 Checked By: Reactions. LC 9: D Joint Label X Force Y Force Z Force X Moment Y Moment Z Moment Center of Gravity Coords MY,Z) (Ft) : 4.666 1 12.298 1 0.000 RISA -3D Version 4 [D:\1-DATA\Frames\6854-271.R3D] Page 1 Company December 11, 2000 Designer Job Number : 854.27 Point Happy Bldg. 4 8 5 Checked By: Reactions, LC 10: L Joint Label . X Force Y Force Z Force X Moment Y Moment Z Moment Center of Gravity Coords (X,Y,Z) (Ft) : 4.64 12.67 0.000 RISA -3D Version 4 [D:\1-DATA\Frames\6854-271.R3D] Page 1 Company December 11, 2000 Designer 7� Job Number : 854.27 Point Happy Bldg. 4 & 5 Checked By: Reactions, LC 11 : Eh11.4 Joint Label X Force Y Force Z Force X Moment Y Moment Z Moment K(K-ft) (K -ft) (K -ft) N1 3.544 2.828 NC NC NC -30.842 N4 3.575 1 -2.828 1 NC NC I -NC I -31:076 Reaction Totals: 1 7.119 1 0.000 1 0.000 Center of Gravity Coords (X,Y,Z) : No Calculation DESIGN OF REDUCED BEAM SECTION FRAME 1 IN ACCORDANCE WITH: 1997 SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS INTERIM GUIDELINES ADVISORY NO. 1 FEMA 267-8 R . ra" at ad . �c Er . k a=(.5 to .75) bf b=(.65 to .85) d c=<.2 bf L _J � o Fig. 3 Geometry of Radius Cut RBS RSS ♦. unitors Was gravity tad $ ABS �dAb a rzz '� �„lla • V . distance between centra of ABS cel a 11 11 1 ' I — L a distance between column centWoat BEAM 1 SIDE Fig. 4 Typical Moment Frame Beam with RBS Connections STORY HEIGHT ABV= 0 FT yr STORY HEIGHT BLW= 12.67 FT BASE FIXED = y BEAM LENGTH= 10 FT s WDL= 0.463 k/ft 0.038583333 kfin 1� 4 P~ WLL= 0.511 k/ft 0.042583333 kfin dl t, ..=1.21D+.51-= 0.0676 kfin BEAM USED COLUMN USED (IF NONE ENTER "NONE") ABOVE BELOW d/ w8x35 NONE w12x45 db = 8.12 in. do = 0.00 in. 12.06 in. bfb = 8.02 in. bfc = 0.00 in. 8.05 in. tfb = 0.50 in. tfc = 0.00 in. 0.58 in. twb = 0.310 in. twc = 0.000 in. 0.335 in. Zb = 34.7 in.^3 Zc = 0 in.^3 64.7 in.^3 fa= 1 KSI STEP 1 CHOOSE TRAIL VALUES OF a,b,c , a= min= 4.01 max= 6.015 use 5.0125 5 b= min= 5.278 max= 6.902 use 6.09 6 C= min= 1.203 max= 1.604 use 1.4035 1.375 �dAb a rzz STEP 2 L'L� COMPUTE PLASTIC SECTION MODULUS AT THE MIMIMUM SECTION OF RBS ZRBS =Zb-2c tf (d-tf)= 24.320469 in3 ,EP3 ESTABLISH THE EXPECTED YIELD STRESS OF THE BEAM FOR A572 FG 50 STEEL RY=1.1 F„ E= Ry FY= 1.1 X 50= 55 KSI STEP 4 COMPUTE MAXIMUM MOMENT EXPECTED AT CENTER OF THE RBS MRBS= 1.15 ZRBs FYE= 1538.27 KIP -IN STEP 5 COMPUTE THE SHEAR FORCE AT THE CENTER OF THE RBS CUTS AT EACH END OF THE BEAM L'= THE DISTANCE TO CENTERLINE OF THE RBS CUTS= L'=L-dc-2(a+b/2)= 91.94 IN and VRBs=(2MRBs/L)+ (wL72)= 36.57 K V'RBs=(2MRBs/L)- (wL'/2)= 30.36 K 'EP 6 COMPUTE MAXIMUM MOMENT EXPECTED AT THE FACE OF THE COLUMN Mf= MRSS + VRBS (a+b/2)= 1830.83 KIP -IN g RBS u it I YRBB Mites t� STEP 7 COMPUTE THE PLASTIC MOMENT OF THE BEAM BASED UPON THE EXPECTED YIELD STRESS MPE=ZbFYE= 1908.5 KIP -IN STEP 8 CHECK THAT MF IS IN THE RANGE OF 85% TO 100% OF MPE Md MPE= 1830.83 95.93% < 100% OK 1908.5 THEREFORE PRELIMINARY DIMENSIONS ARE OK a= 5 b= 6 c= 1.375 STEP 9 CHECK STRONG COLUMN WEAK BEAM REQUIREMENTS E? (F,c—L) IM, where: Zc = plastic section modulus of the column section above and below the connection Fx = minimum specified yield stress of the column f = axial stress in the column above and below the connection FMc = sum of the column moments at the top and bottom of the panel zone corresponding to the development of MRes at the center of the RBS cuts in the attached beams where: MR. + (VRBS + VjW)( 2 + a + bl _ 2 2 11 Vc h,+db+hb ( ) Ma = Vc ht (12) M,* = Vc hb (13) . � Mc = Mc, + Mb (14) .where: Vc = shear force in the columns above and below the connection Mc, column moment immediately above connection Mcb = column moment immediately below connection h, distance from top of beam to point of inflection in the column above the connection hb = distance from bottom of beam to point of inflection in the column blow the connection d8 depth of beam all other variables is previously defined . 1 Vc= 32.58651 K McT= Vc ht= 0 KIP -IN Mab= Vc hb- 2344.92527 KIP -IN SUM Mc= 2344.92527 KIP -IN jZc(F,—!.)_ ` Mc 1.35 > 1.0 O.K. M R99 a • (b/2) de a . (bl2) STEP 10 CHECK COLUMN PANEL ZONE VPt = 0095 d 6r — 02V, (15) EMf=Mf+Mj ll (16) M� = MJWS +Vi6$ a+ 2/ (17) where: VR o panel zone shear force corresponding to the development of 80 percent of the maximum expected column face moments Mf maximum moment expected at the face of the column. calculated according to Eq. 7 Ml = maximum moment expected at opposite column face THE PANEL ZONE SHEAR IS AS FOLLOWS: Mf__ 1830.83 KIP -IN M' f= 0 KIP -IN SUM Mf__ 1830.83 KIP -IN VPr 192.466592 K THE STRENGTH OF THE PANEL ZONE IS CALCULATED AS FOLLOWS: t > (dz+wz)/90 = 0 200 in I zsr W/OUT PLUG WELDS ATTACHING DOUBLER TO WEB MIN. THICKNESS OF WEB & DOUBLERS = t rl twc = 0.335 in. O.K. V = OS5F�d,rl 1.+ d tJ t doubler = 0.250 in. O.K. L bt I= total thickness of panel zone including doubler plates= 0.585 IN thickness of doubler plates if needed= 0.25 IN DOUBLER PLATES REQUIRED V= 138.12737 KIPS < 192.4666 N.G. W/OUT DOUBLER PLATES V= 221.03987 KIPS > 192.4666 O.K. W/DOUBLER PLATES ADD 0.250 IN THK DOUBLER PLATES IF REQUIRED EXAMPLE DETAIL Symmetric About 1 0. U. bar to retrain Rwms void tabs t 1' 16* (B.S.) Wald B.U. bar to column S/16 • IW36060 (A36) • ' • Plata alas b• adequate ler Inaba loofa and to verve as betting for UP beam VIN, weld. • • Design a1 plate Aad connection 01 Plate to cowma and beam by labrlator. - ARu root Is ' cleaned and Inspected W11402 OJL (AS72 Gr. 50) Renew B.U. bar Remove void We Snip plate comers to avoid Vlbing in Rana 32.5'• Radio of coluam/ (irind In Grbrd p:Saroo.I to Beam Flange !!/ 2.5' 7. 2.5' L I t +t 7. 25' All wills: E70. AN groove VOWS: elletndes meet bs rated Ier - CYN of At Mat 20 11-11:4 *1-20 deg. F. All welding shall conlorre to AWS 01.1.96. E X Frame 1 Z7 Bearing Pressure Maximum Bearing .891 ksi Max/Allowable Ratio .212 UBC (12-13) (ABIF = 1.333) k .891 (ksi) 0. 24 in -5. -10. I 0. Plain Base Plate Connection 46.188 23.794 Base Plate Thickness :.75 in 12-13 Base Plate Stress 0. Base Plate Fy : 36. ksi 0. Maximum Stress 12.486 ksi Bearing Surface Fp : 3.15 ksi UBC Max/Allowable Ratio .347 UBC (12-13) Anchor Bolt Diameter : 1. in 7.503 0. - (ABIF - 1.333) Anchor Bolt Material : Other .207 UBC 12-13 Anchor Bolt Fu : 105. ksi 10. 12.486 Column Shape : W12X45 46.188 23.794 .169 UBC 12-13 Design Code : AISC ASD 9th 10. 7:529 0. .307 (ksi) Coarse Solution Selected .208 UBC 12-13 6 .172 10. Anchor Bolts 0. 1 .307 146.188 123.794 1 .169 1 Bolt X (iril Z (in) Tens_(kl Vx (kl Vz (kl Ft (ksil Fv (kSi) Unity rnmhinatinn 1 -5. -10. 7.503 0. -.538 46.188 23.794 .207 UBC 12-13 2 0. -10. 9.236 0. -.538 46.188 23.794 .255 UBC 12-13 3 5. -10. 7.503 0. -.538 46.188 23.794 .207 UBC 12-13 4 -5. 10. 6.117 0. .307 46.188 23.794 .169 UBC 12-13 5 0. 10. 7:529 0. .307 46.188 123.794 .208 UBC 12-13 6 5. 10. 6.117 1 0. 1 .307 146.188 123.794 1 .169 1 UBC 12-13 Loads DL LL FI P k Vx k Vz k Mx(k-ft) Mz(k-ft) Reverse 10.336 .693 -2.722 No 10.695 .744 -2.924 No 2.828 3.544 -30.842 Yes Company B.G. Structural Engineering December 11, 2000 Designer P -� Job Number: 800.1400 Frame 1 Checked By: - X Geometry and Materials Length 24. in Width 16. in Thickness .75 in Base Plate Fy 36. ksi Base Plate E 29000. ksi Bearing Fp 3.15 ksi Bearing Fc' 4.5 ksi Pedestal Length 0 in Pedestal Width 0 in Analyze Base Plate as Flexible Fp Based on AISC J9 Criteria AISC ASD 9th 1.333 Loads DL LL EL 24 in Column Shape W12X45 Column eX 0. in Column eZ 0. in Column to Edge Min (X) .5 in Column to Edge Min (Z) .5 in WF Flanges welded WF Web welded Plain Base Plate Connection Vx Shear Lug NOT present Vz Shear Lug NOT present Coarse Solution Selected Bolt X in Z in 1 -5. -10. 2 0. -10. 3 5. -10. 4 -5. 10. 5 0. 10. 6 -5. 10. Anchor Bolt Diameter 1. in Anchor Bolt Material Other Anchor Bolt Fu 105. ksi Anchor Bolt E 29000. ksi AB Projected Length 6 in AB to AB Min Spacing 3 in AB to Stiffner Min Spacing 2.5 in AB to Column Min Spacing 2.5 in AB to Edge Min Spacing 1 In AB Row Min Spacing 3 in Priority is AB to Edge Spacing Include Threads for AB Design AB Fv, Ft based on AISC Criteria P k Vx k Vz k Mx(k-ft) Mz(k-ft) Reverse 10.336 .693 -2.722 No 10.695 .744 -2.924 No 2.828 3.544 1 -30.842 1 1 Yes Base Plate Stress and Bearinq Result Base Plate Stress (ksi) Bearing Pressure (ksi) nocrrinfinn I nad Sets Allowable ASIF U.C. Allowable ABIF U.C. UBC 12-12 1 DL+1 LL 27. 1. .016 3.15 1. .141 UBC 12-13 1 DL+1 LL+1 WL 35.991 1.333 .012 4.199 1.333 .106 UBC 12-13 1 DL+1 LL -1 WL 35.991 1.333 .012 4.199 1.333 .106 UBC 12-13 1 DL+1 WL 35.991 1.333 .006 4.199 1.333 .052 UBC 12-13 1 DL -1 WL 35.991 1.333 .006 4.199 1.333 .052 UBC 12-13 1 DL+1 LL+.715EL 35.991 1.333 .304 4.199 1.333 .212 UBC 12-13 1 DL+1 LL-.715EL 35.991 3 .131 4.199 1.333 .169 UBC 12-13 1 DL+.715EL -1.3 35.991 1.333 .347 4.199 1.333 .206 UBC 12-13 1 DL-.715EL 35.991 1.333 .283 4.199 1.333 .168 RISABase Version 1.02a [D:\1-DATA\CROSSENG\JOBS\BG\854-27\FramePL-1.rbs) Page 1 Company B.G. Structural Engineering December 11, 2000 Designer 121 Job Number : 800.1400 Frame 1 Checked By: Bearinq Contours 445 1.445 1 (ksi) (ksi) 0. 0. 1 DL+1 LL 1 DL+1 LL+1 WL Allowable :3.15 ksi Allowable : 4.199 ksi U.C.:.141 U.C.:.106 .218 .218 (ksi) (ksi) 0. 0. 1 DL+1 WL 1 DL-1WL Allowable : 4.199 ksi Allowable : 4.199 ksi U.C.:.052 U.C.:.052 .709 .864 (ksi) (ksi) 0. 0. 1 DL+1 LL -1 WL Allowable : 4.199 ksi U.C.:.106 IDL+ILL+.715EL Allowable : 4.199 ksi U.C.:.212 1 DL+1 LL-.715EL 1 DL+.715EL 1 DL-.715EL Allowable : 4.199 ksi Allowable : 4.199 ksi Allowable : 4.199 ksi U.C.:.169 U.C.:.206 U.C.:.168 Base Plate Stress Contour .428 (ksi) .004 1 DL+1 LL Allowable :27. ksi U.C.:.016 1 DL+1 LL+1 WL Allowable : 35.991 ksi U.C.:.012 .428 (ksi) .004 1 DL+1 LL -1 WL Allowable :35.991 ksi U.C.:.012 ;.445 (ksi) 0. .891 (ksi) 0. .705 (ksi) 0. .428 (ksi) .004 RISABase Version 1.02a [D:\7-DATA\CROSSENG\JOBS\BG\854-27\FramePL-1.rbs] Page 2 Company B.G. Structural Engineering December 11, 2000 Designer ( -7p-0 Job Number : 800.1400 Frame 1 Checked By: Base Plate Stress Contours (continued) 209 (ksi) .002 1 DL+1 WL Allowable : 35.991 ksi U.C.:.006 4.72 (ksi) .05 1 DL+1 LL-.715EL Allowable : 35.991 ksi U.C.:.131 IDL-1WL Allowable : 35.991 ksi U.C. :.006 1 DL+.715EL Allowable : 35.991 ksi U.C.:.347 .209 (ksi) .002 12.486 (ksi) .172 1DL+1LL+.715EL Allowable :35.991 ksi U.C.:.304 1 DL-.715EL Allowable : 35.991 ksi U.C.:.283 10.932 ¢� (ksi) ® .136 10.178 (ksi) .142 Anchor Bolt Results noc�ri„tin., i and Rot-, Rolt Tens_(kl Vx (k) Vz (k) Ft (ksi) Fv (ksi) Unitv UBC 12-12 1 DL+1 LL 1 .007 0. -.239 34.65 17.85 .017 2 .014 0. -.239 34.65 17.85 .017 3 .007 0. -.239 34.65 17.85 .017 4 .098 0. -.239 34.65 17.85 .017 5 .175 0. -.239 34.65 17.85 .017 6 .098 0. -.239 34.65 17.85 1 .017 UBC 12-13 1 DL+1 LL+1 WL 1 .007 0. -.239 46.188 23.794 .013 2 .014 0. -.239 46.188 23.794 .013 3 .007 0. -.239. 46.188 23.794 .013 4 .098 0. -.239 46.188 23.794 .013 5 .175 0. -.239 46.188 23.794 .013 6 .098 0. -.239 46.188 1 23.794 .013 UBC 12-13 1 DL+1 LL -1 WL 1 .007 0. -.239 46.188 23.794 .013 2 .014 0. -.239 46.188 23.794 .013 3 .007 0. -.239 1 46.188 23.794 .013 4 .098 0. -.239 46.188 23.794 .013 5 .175 1 0. -.239 46.188 23.794 1 .013 6 .098 0. -.239 46.188 23.794 .013 UBC .12-13 1 DL+1 WL 1 .002 0. -.115 46.188 23.794 .006 2 .006 0. -.115 46.188 23.794 .006 3 .002 0. -.115 46.188 23.794 .006 4 .047 0. -.115 46.188 23.794 .006 5 .085 0. -.115 46.188 23.794 .006 6 1 .047 0. -.115 46.188 23.794 .006 RISABase Version 1.02a [D:\1-DATA\CROSSENG\JOBS\BG\854-27\FramePL-1.rbs) Page 3 Company B.G. Structural Engineering Designer December 11, 2000 131 3I Job Number : 800.1400 Frame 1 Checked By: Anchor Bolt Results (continued) r)acnrintinn Load Sets Bolt Tens.(k) Vx (k) Vz (k) Ft (ksi) Fv (ksi) Unity UBC 12-13 1 DL -1 WL 1 .002 0. -.115 46.188 23.794 .006 2 .006 0. -.115 46.188 23.794 .006 3 .002 0. -.115 46.188 23.794 .006 4 .047 0. -.115 46.188 23.794 .006 5 .085 0. -.115 1 46.188 23.794 .006 6 .047 0. -.115 46.188 23.794 .006 UBC 12-13 1 DL+1 LL+.715EL 1 6.562 0. -.662 46.188 23.794 1 .181 2 8.079 0. -.662 46.188 23.794 .223 3 6.562 0. -.662 46.188 23.794 .181 4 .617 0. -.662 46.188 23.794 .035 5 1.185 0. -.662 46.188 23.794 .035 6 .617 0. -.662 46.188 23.794 .035 UBC 12-13 1 DL+1 LL-.715EL 1 1 .352 0. .183 46.188 23.794 .01 2 .646 0. .183 46.188 23.794 .018 3 .352 0. .183 46.188 23.794 .01 4 2.827 0. 183 46.188 23.794 .078 5 3.482 0. 183 1 46.188 23.794 .096 6 2.827 0. .183 46.188 23.794 1 .078 UBC (12-13) 1DL+.715EL 1 7.503 0. -.538 46.188 23.794 .207 2 9.236 0. 1 -.538 46.188 23.794 .255 3 7.503 0. -.538 46.188 23.794 .207 4 .572 0. -.538 46.188 23.794 .029 5 1.145 0. -.538 46.188 23.794 .032 6 .572 0. -.538 46.188 23.794 .029 UBC 12-13 1DL-.715EL 1 .449 0. .307 46.188 23.794 .016 2 1 .906 0. .307 46.188 23.794 .025 3 .449 0. .307 46.188 23.794 .016 4 6.117 0. 1 .307 46.188 23.794 .169 5 7.529 0. .307 46.188 23.794 .208 6 6.117. 0. .307 46.188 23.794 .169 RISABase Version 1.02a [D:\1-DATA\CROSSENG\JOBS\BG\854-27\FramePL-1.rbs] Page 4 13z -R- 5103M General Footing Analysis & Design Page 1 Description Frame 1 General Information Creates Rotation about Y -Y Axis Calculations are designed to ACI 318-95 and 1997 UBC Requirements Allowable Soil Bearing 1,500.0 psf Dimensions... Live Load Short Term Increase 1.330 Width along X -X Axis 6.000 It Base Pedestal Height 0.000 in Length along Y -Y Axis 6.000 ft Seismic Zone 4 Footing Thickness 24.00 in Overburden Weight 0.00 psf Col Dim. Along X -X Axis 24.00 in Live & Short Term Combined Shear Stresses.... Col Dim. Along Y -Y Axis 16.00 in fc 3,000.0 psi 0.000 in 1 Wa Y Fy 60,000.0 psi Min Steel % 0.0014 Concrete Weight 145.00 pct Rebar Center To Edge Distance 3.50 in ` Loads No Overturning 1.500:1 2 -Way Applied Vertical Load... 186.226 psi Y -Y Min. Stability Ratio 3.879 Dead Load 10.336 k ...ecc along X -X Axis 0.000 in Live Load 10.695 k ...ecc along Y -Y Axis 0.000 in Short Term Load 2.828 k 2.00 k -ft 3.50 k -ft Creates Rotation about X -X Axis (pressures @ top & bot) k -ft k -ft k -ft Creates Rotation about X -X Axis (pressures @ top & bot) k k k Footing Design OK 6.00ft x 6.00ft Footing, Creates Rotation about Y -Y Axis Applied Moments... (pressures @ left & right) Dead Load -2.722 k -ft Live Load -2.924 k -ft Short Tenn -30.842 k -ft 951.2 Creates Rotation about Y -Y Axis Applied Shears... (pressures @ left & right) Dead Load 0.693 k Live Load 0.744 k Short Tenn 3.544 k Creates Rotation about X -X Axis (pressures @ top & bot) k -ft k -ft k -ft Creates Rotation about X -X Axis (pressures @ top & bot) k k k Footing Design OK 6.00ft x 6.00ft Footing, 24.Oin Thick, wl Column Support 24.00 x 16.00in x O.Oin high ACI 9-2(A l U-3 DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 951.2 1,689.6 psf Max Mu 3.498 k -ft per ft Allowable 1,500.0 1,995.0 psf Required Steel Area 0,344 in2 per It "X' Ecc, of Resultant 1.057 in 9.281 in Shear Stresses.... Vu Vn "Phi "Y' Ecc, of Resultant 0.000 in 0.000 in 1 Wa Y - 93.11 psi Vu @ Top 2.02 psi 2.237 93.113 psi X -X Min. Stability Ratio No Overturning 1.500:1 2 -Way 7.029 186.226 psi Y -Y Min. Stability Ratio 3.879 Moments ACI 9-1 Shear Forces ACI 9-1 ACI 9-2(A l U-3 Vn " Phi Two -Way Shear 6.80 psi 7.03 psi 2.80 psi 186.23 psi One -Way Shears... Vu @ Left 0.91 psi -0.10 psi -0.13 psi 93.11 psi Vu @ Right 1.17 psi 2.24 psi 0.97 psi 93.11 psi Vu @ Top 2.02 psi 2.07 psi 0.80 psi 93.11 psi Vu @ Bottom 2.02 psi 2.07 psi 0.80 psi 93.11 psi Moments ACI 9-1 ACI 9-2 ACI 9-3 Ru Phi As Read Mu @ Left 2.00 k -ft 3.50 k -ft 1.51 k -ft 9.2 psi 0.34 in2 per ft Mu @ Right 1.63 k -ft 0.21 k -ft -0.04 k -ft 4.3 psi 0.34 in2 per ft Mu @ Top 2.47 k -ft 2.52 k -ft 1.00 k -ft 6.7 psi 0.34 in2 per ft Mu @ Bottom 2.47 k -ft 2.52 k -ft 1.00 k -ft 6.7 psi 0.34 in2 per ft 133 51D" General Footing Analysis & Design Page ; Soil Pressure Summary Service Load Soil Pressures Left Right Top Bottom DL + LL 951.19 797.19 874.19 874.19 psf DL + LL + ST 1,689.58 215.92 952.75 952.75 psf Factored Load Soil Pressures ACI Eq. 9-1 1,428.65 1,197.35 1,313.00 1,313.00 psf ACI Eq. 9-2 2,365.42 302.28 1,333.85 1,333.85 psf ACI Eq. 9-3 1,116.12 142.63 629.38 629.38 psf ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 OL 1.400 ACI 9-2 Group Factor 0.750 UBC 1921.2.7"1.4" Factor 1.400 ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2.7"0.9" Factor 0.900 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Tenn Factor 1.300 ....seismic = ST' : 1.100 PROJECT F0'/-yf �7�W P y SHEET N0. 13� B.G. STRUCTURAL JOB NO. g54 -z7 ITEM OATE Z ENGINEERING ENGINEER f Polr 5� L 4eyo T �LgS� 17'-0* %t -e- Ss -c T�L9So T 3X NAILER I ----------------------- --- --' � � © - z— 1a-�;f �✓8� 3S Id1 I ep N N = x i N X N ;T 3 = - FIN. FLR.I II ---------------- o llr--l{'IL, - - - - - - - 4 r r r r--� L` K F R A M E 2 5CALE: 1/4° = 1'-0° F z 7:6,q ( C (1=141, s "L 10-0 TLc Z3c;,I% Company December 11, 2000 Designer Job Number : 854.27 Point Happy Bldg. 4 & 5 Checked By: 3S Global Steel Code AISC 9th Edition ASD Allowable Stress Increase Factor ASIF 1.445 Include Shear Deformation Yes Include -Warping Yes - No. of Sections for Member Calcs 5 'Redesign Sections Yes P -Delta Analysis Tolerance 10.50% Vertical:Axis IYI Materials (General) Material Label Young's Modulus Shear Modulus Poisson's Thermal Coef. Weight Density Yield Stress (K¢il (Keil Ratio (Der 10^5 F) (K/ft^3) (Ksi) Sections Section Database Material Area SA(yy) SA(zz) I y -y I z -Z J (Torsion) T/C Joint Coordinates Joint Label X Coordinate Y Coordinate Z Coordinate Joint Temperature [Ftl 1FtIFt F N1 0 0 0 0 N2 0 14:67 0 0 N3 17 14.67 0 0 N4 17 0 Boundary Conditions Joint Label X Translation Y Translation Z Translation MX Rotation MY Rotation MZ Rotation Member Data X -Axis Section End Releases End Offsets Inactive Member Member Label I Node J Node K Node Rotate Set [-End J -End I -End J -End Code Length N1 Steel Design / NDS Parameters Member Section Length Lb y -y Lb z -z L_comp Cm y -y Cb Sway Label Set le2 lei le_bend K y -y K z -z CH Cm z -z B y z RISA -3D Version 4 [D:\1-DATA\Frames\B854-272.R3D] Page 1 Company December 11, 2000 Designer f ?j(,0 Job Number : 854.27 Point Happy Bldg. 4 & 5 Checked By: Distributed Load Patterns Pattern Label I Direction Start Magnitude End Magnitude Start Location End Location W1DL Y I -.13 I -.13 1 0 1 0 I Basic Load Case Data BLC No. Basic Load Case Category Category Load Type Totals - L Eh Joint Loads/Enforced Displacements Category: None. BLC 9 : D Joint Label [L]oad or Direction Magnitude u Joint Loads/Enforced Displacements Category : None, BLC 2: L Joint Label [L]oad or Direction Magnitude Joint LoadslEnforced Displacements Cate -gory: None. BLC 3: Eh Joint Label [L]oad or Direction Magnitude Member Distributed Loads Category: None. BLC 1 : D Member Label I Joint J Joint Load Pattern Label Pattern Multiplier M2 N2 N3 W1 DL 1 Member Distributed Loads Category : None. BLC 2: L Member Label I Joint J Joint Load Pattern LabelPattern Multiplier, M2 N2 N3 W 1 LL 1 Load Combinations .I...., c,,., we an cRcc m RI r Fartnr BLC Factor BLC Factor BLC Factor RISA -3D Version 4 [D:\1-DATA\Frames\6854-272.R3D] Page 2 Company December 11, 2000 Designer'� 7 Job Number : 854.27 Point Happy Bldg. 4 & 5 Checked By: Load Combinations (continued) KI.- nem i..,;- Fav We Pn SRSS Cn RI C Factor BLC Factor BLC Factor BLC . Factor Joint Displacements LC 1 : D+L Joint Label X Translation Y Translation Z Translation X Rotation Y Rotation Z Rotation /In% nnI (In) (radiansl (radians) (radians) N1 1 0.000 111 0.000- 1 111 1 111 1 111 1 111 2 1 1 1 11 © 1 111 1 111 1 3 1 1 11 1 111 1 111 --®� 1 N4 0.000 1 111 1 111 1 111 1 110 1 All 5 3.12 1 Mon te®v 0 MMMI .1 '0:559 OM 0 - 0 m 5:663, 2 0.559 IM MIMMIMMOM 0 0. 0 -- --- 0 Joint Displacements LC 1 : D+L Joint Label X Translation Y Translation Z Translation X Rotation Y Rotation Z Rotation /In% nnI (In) (radiansl (radians) (radians) N1 1 0.000 111 0.000- 1 111 1 111 1 111 1 111 2 1 1 1 11 1 111 1 111 1 111 1 3 1 1 11 1 111 1 111 1 111 1 N4 0.000 1 111 1 111 1 111 1 110 1 All Reactions LC 1 : D+L Joint Label X Force Y Force Z Force X Moment Y Moment Z Moment Center of Gravity Coords (XYZ) (Ft) : 1 8.5 1 13.101 1 0.000 Material Takeoff LC 1 : D+L Section Set Database Shape Total Length Total Weight Member Section Forces LC 1 : D+L Member Label Section Axial Shear y -y Shear z -z Torque Moment y -y Moment z -z (►n (K) (K) (K -ft) (K -ft) (K -ft) M1 M2 M3 1 1 3.968 -0.559 1 0 0 0 -2.534 2 1 3.756 -0.559 0 0 0 -0.485 3 3.544 -0.559 0 0 0 1.564 4 3.332 -0.559 0 0 0 3.614 5 3.12 -0.559 0 0 0 5.663 .1 '0:559 2.17 0 - 0 0 '.. 5:663, 2 0.559 1.085 0 0. 0 =1::253 3 0.559 0 0 0 `0 ' .. n3`559- 4 0.559 -1:085 0 0 0 5. 0:559 -2:.1:7 0 0 1 3.12 -0.559 0 0 0 -5.663 2 3.332 -0.559 0 0 0 -3.614 3 3.544 -0.559 0 0 0 -1.564 4 3.756 1 -0.559 1 0 0 0 0.485 RISA -3D Version 4 [D:\1-DATA\Frames\B854-272.R3D] Page 3 Company 0.233 -0.153 1 December 11, 2000 Designer 1 -0.39 1 0 i I.3 g Job Number : 854.27 0.221 Point Happy Bldg. 4 & 5 Checked By: Member Section Forces, LC 1 : D+L, (continued) 0 Member Label Section Axial Shear y -y Shear z -z Torque Moment y -y Moment z -z -0.241 K K K(K-ft) (K -ft) (K -ft) 5 3.968 1 -0.559 0 i 0 1 0 2.534 Member Stresses, LC I: D+L Member Label Section Axial Shear y -y Shear z -z Bending y -top Bending y -bot Bending z -top Bending z -bot (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) I M1 M2 M3 1 0.233 -0.153 1 0 0.39 1 -0.39 1 0 i 0 2 0.221 -0.153 0 0.075 -0.075 0 0 3 0.208 ! -0.153 0 -0.241 i 0.241 0 0 4 0.196 1 -0.153 0 -0.556 ' 0.556 0 ! 0 5 0.184 1 -0.153 1 0 -0.872 I 0.872 0 0 1 0.075 I 1.034 1 0 -3.234 3.234 0 ..0 2 0.075 0.517 0 0:716 -0.716. 0 0..' 3. '0.075 0 0 2:033 -2:033 0 0.. . 4 0.075 -0.517 0 0:746- -0:716 1 1 0.001 5 0.075 -1:034 0 -3:234 3:234 0 .0` 1 0.184 -0.153 1 0 0.872 1 -0.872 0 0 2 0.196 -0.153 0 0.556 I -0.556 0 i 0 3 0.208 -0.153 0 0.241 -0.241 0 0 4 0.221 -0.153 0 -0.075 0.075 0 0 5 0.233 -0.153 0 -0.39 i 0.39 0 0 Member Deflections, LC 1 : D+L Member Label Section x -Translation y -Translation z -Translation x -Rotation (n) L/y Ratio (n) L/z Ratio (In) (In) (In) (radians) M1 M2 M3 1 0 0 0 0 NC NC 2 0 6-.002i 0 0 NC NC 3 -0.001 0.005 0 0 NC NC 4 -0.001 0.005 0 0 NC NC 5 -0.001 0 0 0 NC I NC 1 0 -0:001.. I 0 0 : ..,:NO:.. 2 0 -0:032 0. 0 :6582:261. NC6.. 3 0 -0:052 1 .0. . 0... 3998:508 .I -�NC'. 4 0: -0'.032 0 0 6582:261 '77 °NC' 5 0 .. -0:001 0 0 C. I 1 1 0.001 1 0 0 0 NC i NC 2 0.001 -0.005 0 0 NC NC 3 0.001 -0.005 0 0 NC NC 4 0 1 -0.002 0 0 NC NC 5 0 1 0 1 0 0 NC NC Member RISC ASD 9th Code Checks, LC 1: D+L Member Label Code Chk Loc Shear Chk Loc Dir Fa Fb y -y Fb z -z ASD Eqn. Ft TO Ksi(Ksi)--SiK M1 0.035 1 14.67 1 0.008 1 0 1 y 1 18.159 1 37.5 1 30 1 1-11-2 M2. 0.174 1 0 1 0.052 0 1 y 4.057 1 37.5 1 --l-8.'898 j 'H1=2' M3 1 0.035 1 0 1 0.008 1 0 1 y 18.159 1 37.5 1 30 1 H1-2 RISA -3D Version 4 [D:\1-DATA\Frames\6854-272.R3D] Page 4 Company December 11, 2000 Designer 1'59 Job Number : 854.27 Point Happy Bldg. 4 & 5 Checked By: Envelope Joint Displacements Joint Label X Translate Y Translate Z Translate X Rotate Y Rotate Z Rotate (In) Lc (In) Lc (In) Lc (radians) Lc (radians) Lc (radians) Lc N 1 max 0.000 4 1 0.000 1 4 0.000 1 1 0.000 1 0.000 1 0.000 3 4 in 0:000 3 0.000 ! 3 0.000 1 0.000 1 0:000 1' -..0:000 4 N2 i max 1 0.756 2 0 i 4 i 0.000 1 1 0.000 1 0.000 i 1 0.005 5 1 3 1 2 . min 1 70356 3 -0.002 1 3 .1 0.000 1 1. .0.000 1 :0:000 1 1 -0:005 2:. N3 max 1 0.748 2 0.001 15 i 0.000 i 1 i 0.000 1 0.000 1 7-0.005 min 3 4 1 min 1 -0.748 3 -0.003 2 :0.000 1 1 0.000 1.1. 0:000 . 1 1.;0:005: 3 4;:: N4 i max ' 0.000 2 1 0.000 :. 5 0.000 1 L 0.000 1 1 1 0.000 1 1 0.000 5 M2 min 0.000. 1 5 0:000 1 2. 0:000 1 1 0:000: -1- .::0:000. 1a::;.=0:000. 1 ' = 2 Envelope Reactions Joint Label X Force Y Force Z Force X Moment Y Moment Z Moment (K) Lc (K) Lc (K) Lc (K -ft) Lc (K -ft) Lc . (K -ft) Lc N1 max1 8.858 3 6.726 3 NC NC NC 92.832 4 1 min -8.064 4 =0.392. 4 NC i NC : NC -96:583:. 3=: N4 I max 8.143 1 5 7.924 1 2 NC I i NC NC 96.401 1 2 min: ' -8:937. 1 2 1 -1.586 1 5 1 NC I NC NC -92:557 :5 Reaction Totals: I max min 16.79 -16.79.1. 1 3 1 2 . 8.97 3.697 1 2 1 1 5 0.000 1 1 0.000 1 1 3 3 max 1 6.31 3 8.06 1 4 0 1 1 0 1 0 1 34.324 2 Material Takeoff, LC I: D+L Section Set Database Shape Total Length Total Weight Envelope Member Section Forces Member Label Section Axial Lc Shear y -y Lc Shear z -z Lc Torque Lc Moment y -y Lc Moment z -z Lc (K) (K) (K) (K -ft) (K -ft) (K -ft) M1 1 max 6.726 3 8.06 1 4 1 01LO 0 1 0 1 92.832 4 min -0.392 4 -8.885 1 3 0 1 1 0 1 -96.583 3 2 max 1 6.518 3 8.06 1 4 1 0 1 1 0 1 0 1 63.271 4 min -0.629 4 -8.885 3 0 1 1 0 1 0 1 -63.998 3 3 max 1 6.31 3 8.06 1 4 0 1 1 0 1 0 1 34.324 2 min 1 -0.867 4 -8.885 1 3 0 1 0 1 0 1 -31.982 5 4 max 6.102 3 8.06 1 4 1 0 1 0 1 0 1 5.518 2 min -1.105 4 1 -8.885 1 3 1 0 1 0 1 0 1 -0.192 5 5 max 5.894 3 8.06 1 4 0 1 0 1 0 1 33.76 3 min -1.342 4 -8.885 1 3 0 1 0 1 1 0 1 -25.411 4 M2 1 max .8.937 2.: 5.155 3 0 1.1 0 '1 .A' 1 ' = min =8:143 5. -1.958.. 4 0 -110.. 1.:.. :0':. `..::1 ::. 25 Q' 1 2 max. 8:937 - Z. 4.296 1 3 . 0 1 0. =1 :: 0:,.,: f".:14;14' min . -8.1:43 5 -2:697 14. 0 1 0 :1 0 3 max 8:937 2 3:437 3...1 0 1 0' 1 0' 1 -1:41"C ` 5, min . =8::143 -5. -3:439 2 0 1. 0 1 0 '1:: '3`.832: ; .-';;--T '. 4 max 8.937 2 - 2:986 5 0 1 0...1:., 013 W. 4 min -8.143 5 : ° =4:588 .2- 0 1 0 1 : .. 0 f `" -539% 3 5 max 1 8:937. 2 :2.537 5 0 1 0. 1 . ' -0 . T• ..:.:35':168::: 2 min 1 -8.143- 5 =5:738 1 2 0.. 1 0 .: 1' `0 1: :79:1 ... =5.:.. M3 1 1 max 6.719 2 8.135 1 5 0 1 0 1 0 1 26.791 1 5 RISA -3D Version 4 [D:\1-DATA\Frames\B854-272.R3D] Page 1 Company December 11, 2000 Designer i '�-- o Job Number : 854.27 Point Happy Bldg. 4 8 5 Checked By: Envelope Member Section Forces, (continued) Member Label Section Axial Lc Shear y -y Lc Shear z -z Lc Torque Lc Moment y -y Lc Moment z -z Lc (KI (K) (K) (K -ft) (K -ft) (K -ft) Envelope Member Section Stresses Member Label Section Axial Shear y -y Shear z -z Bending y -top Bending y -bot Bending z -top Bending z -bot (Ksi) Lc (Ksi) Lc (Ksi) Lc (Ksi) Lc (Ksi) Lc (Ksi) Lc (Ksi) Lc M1 M2 M3 1 i min 1 -2.163 1 5 -8.969 1 2 0 i 1 1 0 1 1 1 0 1 -35.168 2 2 max 1 7.02 2 8.135 1 5 0 1 1 0 i 1 0 1 -0.91 4 1 1 I min i -2.019 1 5 1 -8.969 1 2 1 0 1 1 0 i 1 1 0 1 1 1 -4.414 3 3 maxi 7.321 1 2 1 8.135 5 1 0 1 1 0 1 1 0 1 1 31.187 4 4 1 min I -1.874 5 -8.969 2 0 ! 1 0 i 1 0 1 1-33.496. 3 1 4 1 maxi 7.623 i 2 8.135 i 5 0 1 0 1 1 0 1 63.509 ! 2 1 3 min i -1.73 5 1 -8.969 1 2 0 1 0 1 1 0 1 -62.72 5 5 1 max 1 7.924 2 1 8.135 1 5 1 0 1 1 0 1 0 1 1 96.401 2 ! 4 1 min 1 -1.586 1 5 1 -8.969 1 2 1 0 1 1 1 0 1 0 1 1 -92.557 1 5 Envelope Member Section Stresses Member Label Section Axial Shear y -y Shear z -z Bending y -top Bending y -bot Bending z -top Bending z -bot (Ksi) Lc (Ksi) Lc (Ksi) Lc (Ksi) Lc (Ksi) Lc (Ksi) Lc (Ksi) Lc M1 M2 M3 1 max 1 0.396 1 3 1 2.204 1 4 0 1 14.8721 3 j 14.294 T 4 0 1 0 1 1 min 1 -0.023 1 4 1 -2.43 1 3 1 0 1-14.294 NC 4-14.872 1 3 0 1 1 0 ! 1 2 Imaxi 0.383 ' 3 1 2.204 ! 4 1 0 1 1 9.854:3 1 9.742 4 1 0 i 1 1 0 1 NC min 1 -0.037 1 4 1 -2.43 1 3 0 1 1 -9.742 4 1 -9.854 3 0 1 1 1 0 . 1 3 1 max 1 0.371 3 1 2.204 1 4 0 1 4.925: 5 1 5.285 1 2 0 1 1 i 0 1 1 min 1 -0.051 4 -2.43 1 3 0 1 -5.285 1 2 i -4.925 1-5 0 1 0 1 4 max 10.359 1 3 2.204 i 4 0 1 1 0.03 5 1 0.85 2 0 T 0 1 min 1 -0.065 ! 4 1 -2.43 1 3 0 1 -0.85 2 1 -0.03 5 0 1 0 1 5 max 1 0.347 1 3 1 2.204 1 4 0 1 3.913:4 1 5.198 3 0 1 0 1 min 1 -0.079 1 4 1 -2.43 i 3 0 1 1 -5.198 ' 3 1 -3.913 1 4 0 1 0 1 1 max 1:203 2 1 2.458 3. 0- 1. 14.5:1:8 i 4. :19:281. .19.281--j- -min min -1.096 5` 1 -0.933 4 0::. 1 -19:281 .I 3 A4.511 =4 . • ::=0=.:: 1=::; 2 max 1.203: 2. 21048- 3 0:....:1:: 9::14 . i 2 , :::8 076.:: min -1.:096 5 -1:286..:..4 0 :1-.. -8.076 1 5 .-. =..9:1a. 20" _p.- ;.: :1°`: .0 rriax . 1.203 2 1:638 .':. 3 0.' 1: ' 2:188 12 . -U06'.:' :0 : >: =1:' ..:-:::'0 -:-`: = =1: P4- .min -1.096 5. :-.1-.639:. .2. 0 1 ..'A:806 i 5 ::-2:1'8.8: 2. ::-0 .max 1.20321x423' 5 0 ` 1-- .8.875 1 3 7.:819- 4 0;':;; 1 ::. 0:min -.1.096 5 -2:187. 2 0 1 -7.81'9. 1 4 =8:875 3 0:: ::1....max 1.203 2 1:209 1 5 01 1 115.301 11 5 .20.:085 2 :.0 . , .: T 0 min -1:096 5 -2.735 1 2 .0' 1 J-20.0851 2 :-15:301. 5 . .0::: - ::1:: •0 : ; -1 1 max 0.395 2 1 2.225 i 5 0 1 1 1 5.415.2 1 4.125 5 1 0 1 1 0 1 min -0.127 5 1 -2.452 1 2 1 0 1 1 1 4.125: 5 -5.415 2 0 1 0 1 2 max 0.413 2 1 2.225 i 5 0 1 0.68 3 -0.14 1 4 0 1 1 0 1 min -0.119 5 1 -2.452 1 2 0 1 0.14 4 -0.68 3 0 1 0 1 3 max 0.431 1 2 1 2.225 1 5 0 1 5.158 3 1 4.802 1 4 0 1 0 1 min -0.11 5 -2.452 1 2 0 1 -4.802 ': 4 1 -5.158 3 0 1 0 1 4 max 0.448 2 2.225 1 5 0 1 9.658 1 5 9.779 2 0 1 0 1 min -0.102 5 -2.452 1 2 0 1 -9.779 i 2 -9.658 5 0 1 0 1 5 max 0.466 2 1 2.225 1 5 1 0 1 14.252 i 5 14.844 2 0 1 0 1 min 1 -0.093 1 5 1 -2.452 1 2 1 0 1 1-14.844 ; 2 -14.252 5 0 1 1 0 1 Member Deflection Member Label Section x -Translate Lc y -Translate Lc z -Translate Lc x -Rotate Lc (n) Uy Ratio Lc (n) Uz Ratio Lc (In) (in) (In) (radians) M1 1 max 0 1 0 1 0 1 0 1 1 NC' NC min0 1 0 1 0 1 0 1 1 NC NC m 2 ax 0 4 0.082 3 0 1 0 1 1 2149.315 3 NC min -0.001 3 -0.079 4 0 1 0 1 1 2236.813 4 NC 3 maxI 0 4 0.272 3 0 1 0 1 647.6983 NC min 1 -0.001 3 -0.264 4 0 1 0 1 666.414 4 NC RISA -3D Version 4 [D:\1-DATA\Frames\6854-272.R3D] Page 2 Company December 11, 2000 Designer F Job Number : 854.27 Point Happy Bldg. 4 & 5 Checked By: Member Deflections, (continued) Member Label Section x -Translate Lc x -Translate Lc x -Translate Lc x -Rotate Lc (n) Uy Ratio Lc (n) Uz Ratio Lc (In) (In) (In) (radians) M3 4 imaxi 0 1 4 1 0.515 3 1 0 1 1 1 0 1 1 342.036 13 26.24 NC 43.35 H1-2 min i -0.002 ! 3 1 -0.506 4 1 0 1 1 0 1 1, 347.563 1 4 NC 5 Imaxi 0 i 4 1 0.756 1 3 1 0 1 1 0 M1 232.983 1 3 NC min i -0.002 1 3 1 -0.756 1 2 1 0 1 1 0 1 1 232.722 1 2 1 NC I 1 max i 0.756 2. 0 4 0 1 0 1 NC :NC::::. -2 1 -0:756 3 -0.002 3 0 1 0 1 �min max -l. 0:754 2 .0.079 5 0 .1.'.. 0. T,; 2536:698 5 NC` :' min 1 -0.754 3 ....-0:1-27 2._`. 0... 1:" ' "0 1:`. 161:6:72`. 3 max I 0::752 2 -0:02 5 0 1 0 min ! -0:752 3. . :0'057 2 .0. p'.:...:.:;t':3669 538`. '2:. 4' max i 0.75 2 0:068 4 0` 1 0` 1 ..:2919.83 . <4::: :NC:.`.: min 1 -0.75 3 1 -0.116 3 1 0:. '1:: -0- 0 -5 5 Imaxi .0.748 1 2 J: 0:001 5 0'-. -1.1. ... 0 . min: l -0.748 .3.. -0.003 1 2 0 ... 1,. ... 0.:.: 1:...: 1 max 1 0.003 1 2 0.748 3 1 0 1 0 1 1 235.323 1 3 NC min i -0.001 5 -0.748 2 0 1 1 0 1 1 235.355 2 NC 2 max 1 0.002 2 0.503 5 0 1 0 1 350.29 5 NC min 1 -0.001 5 -0.511 2 0 1 0 1 344.338 2 NC 3 I max I 0.001 2 0.263 5 1 0 1 0 1 1 669.934 5 NC min I 0 5 -0.271 2 0 1 0 1 650.388 2 NC i 4 max 1 0.001 2 0.078 5 0 1 0 1 2243.334 5 NC min 1 0 5 -0.082 2 0 1 0 1 2153.2521 2 NC 5 max 0 1 0 1 0 1 0 1 1NC NC min 1 0 1 0 1 1 0 1 1 1 0 1 1 NC NC Envelope Member RISC ASD 9th Code Checks Member Label Code Chk Loc Shear Chk Loc Dir Fa Fb y -y Fb z -z ASD Eqn. Ft Lc Ft Lc Ksi) (Ksi) (Ksi M1 0.352 0 3 0.084 1 0 3 26.24 54.188 43.35 H1-2 :M2. 0:611 1 .17 2 _0..095 1 17 -2 5:862: 54::1:88 43:35:: 1..'.Hl 1 M3 1 0.353 1 14.67 1 2 0.085 0 y 1 2 26.24 1 54.188 1 43.35 1 H1-2 RISA -3D Version 4 [D:\1-DATA\Frames\6854-272.R3DJ Page 3 Company Designer Job Number : 854.27 Point Happy Bldg. 4 8 5 December 11, 2000 Checked By: f A,Z Member AISC ASD 9th Code Checks, LC 6 : 1.2d+0.5L+2.8Eh Member Label Code Chk Loc Ft Shear Chk Loc Dir Fa Ft) (Ksi) Fb y-y (Ksi) Fb z-z (Ksi ASD Eqn. M1 0.94 0 0.219 0 Y 26.24 54.188 43.35 H2-1 M2 1.602 17 0.192 17 5.862 54.188 43:35 WA- 1—M3 M3 0.958 1 14.67 1 0.227 1 0 1 y 1 26.24 1 54.188 1 43.35 H1-2 RISA -3D Version 4 [D:\1-DATA\Frames\B854-272.R3D] Page 1 Company December 11, 2000 Designer Job Number : 854.27 Point Happy Bldg. 4 & 5 Checked By: f Member AISC ASD 9th Code Checks; LC 7: 0.9D-2.8Eh Member Label Code Chk Loc Shear Chk Loc Dir Fa Fb y -y Fb z -z ASD Eqn. Ft Ft) (Ksi) (Ksi) (Ksi M1 1 0.962 i 0 0.226 0 y 26.24 54.188 43.35 --M2----T 1.192 0 0.178 0 1 y 5.862 54.488 43.35 1-12A M3 0.936 14.67 0.219 1 0 1 v 1 26.24 1 54.188 1 43.35 1 1-12-1 RISA -3D Version 4 [D:\1-DATA\Frames\6854-272.R3D] Page 1 Company December 11, 2000 Designer Job Number : 854.27 Point Nappy Bldg. 4 & 5 Checked By: 14 4 Reactions, LC 8: 1.OD+1.OEh Joint Label X Force Y Force Z Force X Moment Y Moment Z Moment Center of Gravity Coords (X,Y,Z) (Ft) : 8.5 12.38 0.000 RISA -3D Version 4 [D:\1-DATATrames1B854-272.R3D] Page 1 Company December 11, 2000 Designer 14'r2Job Number : 854.27 Point Happy Bldg. 4 & 5 Checked By: Reactions, LC 9: D Joint Label X Force Y Force Z Force X Moment Y Moment Z Moment Center of Gravity Coords (X,Y,Z) (Ft) : 8.5 12.38 0.000 0 RISA -3D Version 4 [D:\1-DATA\Frames\6854-272.R3D] Page 1 Company December 11, 2000 Designer Job Number : 854.27 Point Happy Bldg. 4 8' 5 Checked By: 14-60 Reactions. LC 10: L Joint Label X Force Y Force Z Force X Moment Y Moment Z Moment K K K(K-ft) (K-ft(K-ft) N1 0.219 1.25 NC NC I NC -0.993 N4 1 -0.219 1 1.25 1 'NC I NC I NC 0:99.3 Reaction Totals: 1 0.000 1 2.5 10.000 Center of Gravity Coords (XYZ) (Ft) : 8.5 14.67 0.000 RISA -3D Version 4 [D:\1-DATA\Frames\6854-272.R3D] Page 1 Company December 11, 2000 Designer 141 Job Number : 854.27 Point Happy Bldg. 4 & 5 Checked By: Reactions LC 11 : Eh/1.4 Joint Label X Force Y Force Z Force X Moment Y Moment Z Moment Center of Gravity Coords (X,Y,Z) : No Calculation RISA -3D Version 4 [D:\1-DATA\Frames\BB54-272.R3D] Page 1 DESIGN OF REDUCED BEAM SECTION FRAME 2 IN ACCORDANCE WITH: 1997 SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS INTERIM GUIDELINES ADVISORY NO. 1 FEMA 267-B P . re" cd 0A . �c-h k a=(.5, to .75) bf ` b=(.65 to .85) dh, c=<.2 bf Fig. 3 Geometry of Radius Cut RBS 00,00008now On NO En On L = INfuna h.,n.e COlntnn c.nc.rllo.: ass SEEMS a ma -9 0 _zw 0 In -11 BEAM 1 SIDE Fig. 4 Typical Moment Frame Beam with RBS Connections STORY HEIGHT ABV= 0 FT L = INfuna h.,n.e COlntnn c.nc.rllo.: BEAM 1 SIDE Fig. 4 Typical Moment Frame Beam with RBS Connections STORY HEIGHT ABV= 0 FT y STORY HEIGHT BLW= 14.67 FT BASE FIXED = ys BEAM LENGTH= 17 FT T wpL= • 0.130 k/ft 0.010833333 Win 1 4 Pwftw Cd km Imp wLL= 0.100 k/ft 0.008333333 Win d/ 4. •1.2D+.5L= 0.0172 kfin BEAM USED COLUMN USED (IF NONE ENTER "NONE") ABOVE BELOW m w8x35 NONE w12x58 db = 8.12 in. do = 0.00 in. 12.19 in. J bfb = 8.02 in. bfc = 0.00 in. 10.01 in. `ea tfb = 0.50 in. tfc = 0.00 in. 0.64 in. twb = 0.310 in. twc = 0.000 in. 0.360 in. Zb = 34.7 in.^3 Zc = 0 in.^3 86.4 in.^3 fa= 1 KSI STEP 1 CHOOSE TRAIL VALUES OF a,b,c a= min= 4.01 max= 6.015 use 5.0125 5 b= min= 5.278 max= 6.902 use 6.09 6 C= min= 1.203 max= 1.604 use 1.4035 1.375 TEP 2 COMPUTE PLASTIC SECTION MODULUS AT THE MIMIMUM SECTION OF RBS ZRBS =Zb-2c tf (d-tf)= 24.320469 in3 _P 3 ESTABLISH THE EXPECTED YIELD STRESS OF THE BEAM FOR A572 FG 50 STEEL RY=1.1 FYE= Ry FY= 1.1 X 50= 55 KSI TEP 4 COMPUTE MAXIMUM MOMENT EXPECTED AT CENTER OF THE RBS MRBS= 1.15 ZRBs FYE= 1538.27 KIP -IN TEP 5 COMPUTE THE SHEAR FORCE AT THE CENTER- OF THE RBS CUTS AT EACH END OF THE BEAM L'= THE DISTANCE TO CENTERLINE OF THE RBS CUTS= L'=L-dc-2(a+b/2)= 175.81 IN and VRBs=(2MRBs/L)+ (wL'/2)= 19.01 K VrRBS=(2MRBs/L} (wL'/2)= 15.99 K _P 6 COMPUTE MAXIMUM MOMENT EXPECTED AT THE FACE OF THE COLUMN Mf= MRBs + VRBS (a+b/2)= 1690.34 KIP -IN RBS l�Ci l� ml Mf i VRBS MRBS ;TEP 7 COMPUTE THE PLASTIC MOMENT OF THE BEAM BASED UPON THE EXPECTED YIELD STRESS MPE= Zt FYE= 1908.5 KIP -IN ;TEP 8 CHECK THAT MF IS IN THE RANGE OF 85% TO 100% OF MPE Md MPE= 1690.34 88.57% < 100% OK 1908.5 THEREFORE PRELIMINARY DIMENSIONS ARE OK a= 5 b= 6 c= 1.375 ;TEP 9 CHECK STRONG COLUMN WEAK BEAM REQUIREMENTS �Z (F,c—I.) I > 1.0 Mc where: Zc. = 'plastic section modulus of the column section above and below the connection F, = minimum specified yield suers of the column f, = axial stress in the column above and below the connection EMc = sum of the column moments at the top and bottom of the panel zone corresponding to the development of MRss at the center of the RBS cuts in the attached beams where: MpBS + (,VRDs + V �I 2` + a + Z� V, h,+db+hb Mc,=Vc h, (12) (13) Mcb = vc hb Mr = Mcr +Mcb (14) where: Vc -= shear force in the columns above and below the connection Mc, = column moment immediately above connection Mcb = column moment immediately below connection h, = distance from top of beam to point of inflection in the column above the connection hb = distance from bottom of beam to point of inflection in the column below the connection db = depth of beam all other variables as previously defined 1 Vc= 23.08081 K Mcr= Vd ht_ 0 KIP -IN Mcb= Vc hb= 1937.8648 KIP -IN SUM Mc= 1937.8648 KIP -IN i i i At i Ma i db M M pas C i 1 pas VA.. Upas ^b i i i V _r 1 c 1 a�d c a 11:121 IZctF,, Mc 2.18 > 1.0 O.K. :TEP•10 15 CHECK COLUMN PANEL.ZONE wz = 081 f — OSV' d 6 .. E Mi=Mi+Mi (16) M j = Meas + VAI a +ZJ (17) when:: yyt panel zone shear force eormsponding to the development of 80 percent of the maximum expected column face moments Mf = maximum moment expected at the face of the column. calculated according to Eq. 7 - M1 = maximum moment expected at opposite column face w THE PANEL ZONE SHEAR IS AS FOLLOWS: Mf__ 1690.34 KIP -IN M, f__ 0 KIP -IN SUM Mf__ 1690.34 KIP -IN W/OUT PLUG WELDS ATTACHING VPZ= 184.28221 K DOUBLER TO WEB MIN. THICKNESS OF WEB 8t THE STRENGTH OF THE PANEL ZONE IS CALCULATED AS FOLLOWS: DOUBLERS = t t > (dz+wz)/90 = 0.200 in. twc = 0.360 in. O.K. V = OSSFyede 1.+ d d i t doubler = 0.250 in. O.K. b dcJ t= total thickness of panel zone including doubler plates= 0.61 IN thickness of doubler plates if needed= 0.25 IN DOUBLER PLATES REQUIRED V= 162.33838 KIPS < 184.2822 N.G. W/OUT DOUBLER PLATES V= 246.14463 KIPS > 184.2822 O.K. W/DOUBLER PLATES ADD 0.250 IN THK DOUBLER PLATES IF REQUIRED '94-1'10 SAY 01 vmrJ" N90 buipita 11Y ,j '6110 OZ- R $01.4 OZ 11201 it p MAO Al p$lu p lttm SWA3$i$ :1101$• tAo0A IIY OLl :391414 IN .it .L .S'Z .L .rz $bu111i On$s of 11$$11 1701a100u9 P", WAn ol0-1118111 .r9c buro$au POAI tuFS g $1 u$um $ivid drys 301111 p$tl.AOWta (as 'J9 Usy) =4 we $Aoo$y Zf311M p$ptdoui Out p$u1210 311001 11111Y -JOlgPgtl Aq wm pu11 turt- g g111d to ogp$uuM on $11111110 u61-0 • • visa q$• un$q dl'O 1o16uIX314 12 Met 01 put I mot tolims 1010111abp11 to 33$01 $iqd • t • (OCV) 051=1CM ` 1 • Ij • uu+nioo of 01101 •n'e pi$Mi .9 3 .l 3011101$• $�M ui$W$i g nq'11'e ��4 InOgY ]ill$uIIYA$ Z ll` iK 3ldV4VX3 R 24 in Plain Base Plate Connection Base Plate Thickness :.75 in z .rq H Base Plate Fy : 36. ksi Bearing Surface Fp : 3.15 ksi Anchor Bolt Diameter : 1. in Anchor Bolt Material : Other Anchor Bolt Fu : 105. ksi Column Shape : W12X45 Design Code : AISC ASD 9th Coarse Solution Selected Frame 2 Bearing Pressure Maximum Bearing Max/Allowable Ratio 2.295 ksi .547 UBC (12-13) (ABIF = 1.333) 2.295 (ksi) 0. Base Plate Stress Maximum Stress 33.145 ksi Max/Allowable Ratio .921 UBC (12-13) (ASIF = 1.333) 33.145 (ksi) .493 1S3 Anchor Bolts 0^1f V r.,I 7 r.,\ Tone rk\ vY /k\ \/7(k) Ft fkcil Fv fksil t1nity Combination 1 -5. -10. 19.939 0. -:811 46.188 23.794 .55 UBC 12-13 2 0. -10. 24.537 0. -.811 46.188 23.794 .676 UBC 12-13 3 5. -10. 19.939 0. -.811 46.188 23.794 .55 UBC 12-13 4 -5. 10. 17.857 0. .661 46.188 23.794 .492 UBC 12-13 5 0, 10. 21.975 0. .66146.188 23.794 1 .606 UBC 12-13 6 5. 10. 17.857 0. 1 .661 146.188 123.794 1 .492 UBC 12-13 L.vaus P k Vx k Vz k Mx(k-ft) Mz(k-ft) Reverse DL 2.718 .34 -1.541 No LL 1.25 .219 -.993 No EL 2.45 -6.026 67.427 Yes Company B.G. Structural Engineering December 11, 2000 Designer I C. Job Number: 854.27 Frame 2 Checked By: -i X Geometry and Materials Length 24. in Width 16. in Thickness .75 in Base Plate Fy 36: ksi Base Plate E 29000. ksi Bearing Fp 3.15 ksi Bearing Fc' 4.5 ksi Pedestal Length 0 in Pedestal Width 0 in Analyze Base Plate as Flexible Fp Based on AISC J9 Criteria AISC ASD 9th 1.333 24 in Bolt X (in) Z (in' 1 -5. 1 -10. 2 0. -10. 3 5. -10. 4 -5. 10. a 5 0. 10. 6 5. 10. Column Shape W12X45 Column eX 0. in Column eZ 0. in Column to Edge Min (X) .5 in Column to Edge Min (Z) .5 in WF Flanges welded WF Web welded Plain Base Plate Connection Vx Shear Lug NOT present Vz Shear Lug NOT present Coarse Solution Selected Loads ' DL LL EL Anchor Bolt Diameter 1. in Anchor Bolt Material Other Anchor Bolt Fu 105. ksi Anchor Bolt E 29000. ksi AB Projected Length 6 in AB to AB Min Spacing 3 in AB to Stiffner Min Spacing 2.5 in AB to Column Min Spacing 2.5 in AB to Edge Min Spacing 1 in AB Row Min Spacing 3 in Priority is AB to Edge Spacing Include Threads for AB Design AB Fv, Ft based on AISC Criteria P k Vx k Vz k Mx(k-ft) Mz(k-ft) Reverse 2.718 .34 1 -1.541 No 1.25 .219-.993 12-13 No 2.45 -6.0264- 67.427 Yes Base Plate Stress and Bearing Result Base Plate Stress (ksi) Bearing Pressure (ksi) Descri tion Load Sets Allowable ASIF U.C. Allowable ABIF U.C. UBC 12-12 1 DL+1 LL 27. 1. .015 3.15 1. .046 UBC 12-13 1 DL+1 LL+1 WL 35.991 1.333 .011 4.199 1.333 .034 UBC 12-13 1 DL+1 LL -1 WL 35.991 1.333 .011 4.199 1.333 .034 UBC 12-13 1 DL+1 WL 35.991 1.333 .004 4.199 1.333 .023 UBC 12-13 1 DL -1 WL 35.991 1.333 .004 4.199 1.333 .023 UBC 12-13 1 DL+1 LL+.715EL 35.991 1.333 .795 4.199 1.333 .472 UBC 12-13 1 DL+1 LL-.715EL 35.991 1.333 .921 4.199 1.333 .547 UBC 12-13 1 DL+.715EL 35.991 1.333 .825 4.199 1.333 .489 UBC 12-13 1 DL-.715EL 35.991 1.333 .914 4.199 1.333 .542 RISABase Version 1.02a [D:\1-DATA\CROSSENG\JOBS\BG\854-27\FramePL-2.rbs] Page 1 Company B.G. Structural Engineering December 11, 2000 Designer (CJS Job Number : 854.27 Frame 2 Checked By: Bearinq Contours 144 .144 .144 (ksi) (ksi) (ksi) 0. 0. 0. I I 1 DL+1 LL 1 DL+1 LL+1 WL 1 DL+1 LL -1 WL Allowable :3.15 ksi Allowable : 4.199 ksi Allowable :4.199 ksi U.C. :.046 U.C. :.034 U.C. :.034 098 .098 1.981 (ksi) (ksi) (ksi) 0. 0. 10. 1 DL+1 WL 1 DL -1 WL 1 DL+1 LL+.715EL Allowable :4.199 ksi Allowable :4.199 ksi Allowable : 4.199 ksi U.C. :.023 - U.C.:.023 U.C. :.472 2.295 2.055 2.278 (ksi)(ksi) (ksi) 0. 110. 0. 1 DL+1 LL-.715EL 1 DL+.715EL 1 DL-.715EL Allowable :4.199 ksi Allowable : 4.199 ksi Allowable : 4.199 ksi U.C. :.547 U.C. :.489 U.C. :.542 Base Plate Stress Contour .393 UK�.393 .393 (ksi) (ksi) (ksi) .005 .005 .005 1 DL+1 LL 1 DL+1 LL+1 WL 1 DL+1 LL -1 WL Allowable :27. ksi Allowable :35.991 ksi Allowable :35.991 ksi U.C. :.015 U.C. :.011 U.C. :.011 RISABase Version 1.02a [D:\1-DATA\CROSSENG\JOBS\BG\854-27\FramePL-2.rbs] Page 2 Company B.G. Structural Engineering December 11, 2000 Designer Job Number : 854.27 Frame 2 Checked By: 5 Base Plate Stress Contours (continued) .145 (ksi) .003 1 DL+1 WL Allowable :,35.991 ksi U.C.:.004 33.145 (ksi) .493 1 DL+1 LL-.715EL Allowable : 35.991 ksi U.C.:.921 1DL-1WL Allowable : 35.991 ksi U.C. :.004 1 DL+.715EL Allowable : 35.991 ksi U.C.:.825 145 (ksi) .003 29.686 (ksi) .438 1 DL+1 LL+.715EL Allowable : 35.991 ksi U.C...795 1DL-.715EL Allowable :35.991 ksi U.C.:.914 28.614 (ksi) .421 32.892 (ksi) .491 Anchor Bolt Results r,_..,._:..,:..., 1 „tea ce+� 91nir Tcnc /k1 VY (Irl V7 (kl Ft (kcil Fv (ksil Unitv UBC 12-12 1 DL+1 LL 1 .232 0. -.093 ; 34.65 17.85 .009 2 .287 0. -.093 34.65 17.85 .011 3 .232 0. -.093 1 34.65 17.85 .009 4 .046 0. -.093 1 34.65 17.85 .007 5 .086 0. -.093 34.65 17.85 .007 I 6 .046 0. -.093 34.65 17.85 .007 UBC (12-13) 1 DL+1 LL+1 WL1 .232 0. -.093 46.188 23.794 .006 2 .287 0. -.093 46.188 23.794 .008 3 1 .232 0. -.093 46.188 23.794 .006 4 .046 0. -.093 46.188 23.794 .005 5 .086 0. -.093 46.188 23.794 .005 6 .046 0. -.093 46.188 23.794 .005 UBC 12-13 1 DL+1 LL -1 WL 1 .232 0. -.093 46.188 23.794 .006 2 .287 0. I -.093 46.188 23.794 .008 3 .232 0. 1 -.093 46.188 23.794 .006 4 .046 0. ! -.093 46.188 23.794 .005 5 1 .086 0. j -.093 1 46.188 23.794 .005 6 .046 0. ! -.093 1 46.188 23.794 .005 UBC 12-13 1 DL+1 WL 1 .081 0. -.057 46.188 23.794 .003 2 .1 0. -.057 46.188 23.794 .003 3 .081 0. -.057 46.188 23.794 .003 4 .025 0. i -.057 46.188 23.794 .003 5 1 .048 0. j -.057 46.188 1 23.794 .003 6 .025 0. -.057 46.188 23.794 .003 RISABase Version 1.02a [D:\1-DATA\CROSSENG\JOBS\BG\854-27\FramePL-2.rbsl Page 3 Company B.G. Structural Engineering December 11, 2000 Designer Job Number: 854.27 Frame 2 Checked By: Anchor Bolt Results (continued) Description Load Sets Bolt Tens.(k) Vx (k) Vz k) Ft ksi Fv (ksi) Unity UBC 12-13 1 DL -1 WL 1 .081 0. j -.057 1 46.188 23.794 .003 2 .1 0. i -.057 1 46.188 23.794 .003 3 .081 0. 1 -.057 ' 46.188 23.794 1 .003 4 .025 0. -.057 46.188 23.794 .003 5 .048 0. -.057 46.188 23.794 .003 6 .025 0. -.057 1 46.188 23.794 .003 UBC (12-13) 1 DL+1 LL+.715EL 1 1 1.099 1 0. .625 1 46.188 23.794 .033 2 1 2.287 1 0. ( .625 46.188 23.794 .063 3 1.099 I 0. .625 46.188 23.794 .033 4 17.211 0. .625 46.188 23.794 .474 5 21.18 0. .625 46.188 23.794 .584 6 17.211 0. .625 j 46.188 23.794 .474 UBC 12-13 1 DL+1 LL-.715EL 1 19.939 0. -.811 46.188 23.794 .55 2 24.537 0. -.811 46.188 23.794 .676 3 19.939 0. -.81146.188 23.794 .55 4 1.232 0. 1 -.811 46.188 23.794 .043 5 2.584 0. i -.811 j 46.188 23.794 .071 6 1.232 0. -.811 46.188 23.794 .043 UBC (12-13) 1DL+.715EL 1 1.127 0. .661 46.188 23.794 .035 2 2.351 0. .661 46.188 23.794 .065 3 1.127 0. .661 46.188 23.794 .035 4 17.857 1 0. .661 46.188 23.794 .492 5 21.975 0. .661 46.188 23.794 .606 6 17.857 0. .661 46.188 23.794 .492 UBC 12-13 1 DL-.715EL 1 19.788 0. -.775 46.188 23.794 .545 2 24.35 0. -.775 46.188 23.794 .671 3 19.788 0. -.775 46.188 23.794 .545 4 1.211 0. -.775 46.188 23.794 .041 5 2.545 0. -.775 46.188 23.794 .07 6 1.211 0. i -.775 46.188 23.794 .041 RISABase Version 1.02a [D:\1-DATA\CROSSENG\JOBS\BG\854-27\FramePL-2.rbs] Page 4 159 Rev: 5103M General Footing Analysis & Design Page 1 Description Frame 2 General Information Creates Rotation about Y -Y Axis Calculations are designed to ACI 318-95 and 1997 UBC Requirements Allowable Soil Bearing 1,500.0 psf Dimensions... Dead Load Short Term Increase 1.330 Width along X -X Axis 7.750 ft Base Pedestal Height 0.000 in Length along Y -Y Axis - 7.750 It Seismic Zone 4 Footing Thickness 24.00 in Overburden Weight 0.00 psf Col Dim. Along X -X Axis 24.00 in Live & Short Term Combined Live Load Col Dim. Along Y -Y Axis 16.00 in fc 3,000.0 psi It Summary Fy 60,000.0 psi Min Steel % 0.0014 Concrete Weight 145.00 pcf Rebar Center To Edge Distance 3.50 in Loads 374.3 1,272.6 psf Max Mu 4.328 k -ft per ft Allowable Applied Vertical Load... Required Steel Area 0.344 int per ft 'X' Ecc, of Resultant 0.795 in 27.165 in Dead Load 2.718 k ...eoc along X -X Axis 0.000 in Live Load 1.250 k ...ecc along Y -Y Axis 0.000 in Short Term Load 2.450 k 0.49 k -ft -1.68 k -ft Shear Forces Creates Rotation about Y -Y Axis Creates Rotation about X -X Axis Applied Moments... (pressures @ left & right) (pressures @ top & bot) Dead Load -1.541 k -ft k -ft Live Load -0.993 k -ft k -ft Short Tenn 67.427 k -ft k -ft Creates Rotation about Y -Y Axis Creates Rotation about X -X Axis Applied Shears... (pressures @ left & right) (pressures @ top & bot) Dead Load 0.340 k k Live Load 0.219 k k Short Tenn -6.026 k It Summary -1.24 psi Footing Design OK 7.75ft x 7.75ft Footing, 24.0in Thick, w/ Column Support 24.00 x 16.00in x O.Oin high 0.55 psi DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 374.3 1,272.6 psf Max Mu 4.328 k -ft per ft Allowable 1,500.0 1,995.0 psf Required Steel Area 0.344 int per ft 'X' Ecc, of Resultant 0.795 in 27.165 in Shear SVesses.... Vu Vn' Phi 'Y' Ecc, of Resultant 0.000 in 0.000 in 1 -Way 5.309 93.113 psi X -X Min. Stability Ratio No Overturning 1.500:1 2 -Way 2.854 186.226 psi Y -Y Min. Stability Ratio 1.712 Mu @ Left Shear Forces ACI 9-1 ACI 9-2 ACI 9-3 Vn • Phi Two -Way Shear 1.44 psi 2.85 psi 1.86 psi 186.23 psi One -Way Shears... Vu @ Left 0.24 psi 5.31 psi 3.43 psi 93.11 psi Vu @ Right 0.45 psi -1.93 psi -1.24 psi 93.11 psi Vu @ Top 0.55 psi 0.86 psi 0.56 psi 93.11 psi Vu @ Bottom 0.55 psi 0.86 psi 0.56 psi 93.11 psi Moments ACI 9-1 ACI 9-2 ACI 9-3 Ru / Phi As Read Mu @ Left 0.49 k -ft -1.68 k -ft -1.08 k -ft 4.4 psi -0.34 in2 per ft Mu @ Right 0.32 k -ft 4.33 k -ft 2.80 k -ft 11.4 psi 0.34 in2 per It Mu @ Top 0.51 k -ft 0.77 k -ft 0.50 k -ft 2.0 psi 0.34 in2 per It Mu @ Bottom 0.51 k -ft 0.77 k -ft 0.50 k -ft 2.0 psi 0.34 in2 per ft Re .. 510= - General Footing Analysis & Design Page 2 Description Frame 2 Soil Pressure Summary Service Load Soil Pressures Left Right Top Bottom DL + LL 374.32 337.81 356.06 356.06 psf DL + LL + ST 0.00 1,272.56 396.86 396.86 psf Factored Load Soil Pressures ACI Eq. 9-1 530.61 478.86 504.73 504.73 psf ACI Eq. 9-2 0.00 1,781.59 555.60 555.60 psf ACI Eq. 9-3 0.00 1,150.65 358.83 358.83 psf ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor 0.750 UBC 1921.2.7 "1.4" Factor 1.400 ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2.7 "0.9" Factor 0.900 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 . ....seismic = ST ' : 1.100 PROJECT #,-WP - �P y /TIfY SHEET NO. ' �O g� 4 �- 5 U.G. STRUCTURAL JOB NO. SSq�, Z7 ITEM. GATE / 7- 90 ENGINEERING ENGINEER 1�,4 �pt.► L 31 � L L Z7 Co Z- Tt- 17'-0* i V NAILER z 1 2;-¢ L-%-.: 60 Tie 1-2, ''pj tt F R A M E 3 SCALE: 114° = 1'-0" �y 7,co-i Z.s'� -------------------------- iLJ�j m x (V x (V u 3 � 1 3 FIN. FIR. tt F R A M E 3 SCALE: 114° = 1'-0" �y 7,co-i Z.s'� Company December 12, 2000 Designer Job Number : 854.27 Point Happy Bldg. 4 & 5 Checked By: Global Steel Code AISC 9th Edition ASD Allowable Stress.lncrease Factor ASIF 1.445 Include Shear Deformation Yes Include Warping Yes No. of Sections for Member Calcs 5 Redesign Sections Yes P -Delta Analysis Tolerance 0.50% Vertical Axis. I Y Materials (General) Material Label Young's Modulus Shear Modulus Poisson's Thermal Coef. Weight Density Yield Stress (Ksi) (Ksi) Ratio (Der 10"5 F) (K/ft^3) (Ksil Sections Section Database Material Area SA(yy) SA(zz) I y -y 'I z -z J (Torsion) T/C Label Shape Label In ^2 In^4 In^4) (InA4) Onl COL I W 12X58 1 STL 1 17 1 1.2 1 1.2 1 107 1 475 1 2.1 Joint Coordinates Joint Label X Coordinate Y Coordinate Z Coordinate Joint Temperature (Ft) (Ft) '(Ft) (F) N1 0 0 0 0 N2 0. 1=2:67 0.. N3 17 12.67 0 0 :N4 17 Boundary Conditions Joint Label X Translation Y Translation Z Translation MX Rotation MY Rotation MZ Rotation Reaction I Fixed Member Data X -Axis Section End Releases End Offsets Inactive Member Member Label I Node J Node K Node Rotate Set 1 -End J -End I -End J -End Code Length d rees In In Ft M1 1 N1 I N2 I I I COL I I I I 1 1 12.67 Steel Design / NDS Parameters Member Section Length Lb y -y Lb z -z L_comp Cm y -y Cb Sway Label Set le2 lel le—bend K y -y K z -z CH Cm z -z B y z RISA -3D Version 4 [D:\1-DATA\Frames\6854-273.R3D] Page 1 NP Company December 12, 2000 Designer /:6P Z Job Number : 854.27 Point Happy Bldg. 4 & 5 Checked By: Distributed Load Patterns Pattern Label Direction Start Magnitude End Magnitude Start Location End Location (K/ft. F) (K/ft. F) (Ft or %) (Ft or %1 Basic Load Case Data BLC No. Basic Load Case Category Category Load Type Totals Description Code Description Nodal Point Distributed Surface 1 D I None I 1 1 1 2 1 L I None I 1 1 - .1 Joint LoadslEnforced Displacements, Category: None, BLC 1 : D Joint Label ILload or Direction .Joint LoadslEnforced Displacements, Category: None, BLC 2: L Joint Label ILload or Direction Joint LoadslEnforced Displacements, Category: None, BLC 3: Eh Joint Label ILload or Direction Member Distributed Loads, Category: None, BLC 1 : D Member Label 1 Joint J Joint Load Pattern Label Pattern Multitier M2 N2 N3 W1DL 1 1 I Member Distributed Loads, Cate -gory: None, BLC 2: L Member Label I Joint J Joint Load Pattern Label Pattern Multiplier M2 N2 N3 W1LL 1 1 Load Combinations Num Description Env WS PD SRSS CD BLC Factor BLC Factor BLC Factor BLC Factor RISA -3D Version 4 [D:\1-DATA\Frames\B854-273.R3D] Page 2 M' s 1. 1717nMMM® ®®®®®® RISA -3D Version 4 [D:\1-DATA\Frames\B854-273.R3D] Page 2 Company December 12, 2000 Designer ?> Job Number : 854.27 Point Happy Bldg. 4 & 5 Checked By: Load Combinations (continued) tiljm nasrrintinn Env WS PD SRSS CD BLC Factor BLC Factor BLC Factor BLC Factor Joint Displacements, LC 1 : D+L Joint Label X Translation Y Translation Z Translation X Rotation Y Rotation Z Rotation In In In radians radians radians N1 0.000 1 0.000 0.000 0.000 0.000 0.000 N2 0.001 1 -0.006 0:000 0.000 0:00.0 -0.0,01::7.;:. i N3 -0.002 1 -0.004 0.000 i 0.000 0.000 0.001 I N4. 0'.000 0.000 0.000 i 0:000 1 0:000 0:000. Reactions, LC 1 : D+L Joint Label X Force Y Force Z Force X Moment Y Moment Z Moment Center of Gravity Coords (X,Y,Z) (Ft) : 1 6.888 1 12.374 1 0.000771 Material Takeoff, LC 1 : D+L Section Set Database Shape Total Length Total Weight Member Section Forces, LC 1 : D+L Member Label Section Axial Shear y -y Shear z -z Torque Moment y -y Moment z -z (KI (Kl (K) (K -ft) (K -ft) (K -M M1 M2 M3 1 18.656 -3.557 0 0 0 -13.569 2 18.473 -3.557 0 0 0 -2.301 3 18.29 -3.557 0 0 0 8.966 4 18.107 -3.557 0 0 0 20.234 5 17.923 -3.557 0 0 0 31.502 1 3.557 11.975 0': 0. 2 3:557 5:986 0:. 0::-,: 0::,;`.:>:.::-:.::==6:666:?:;:: 3 3.557 4.003 0 0 0' 4 3.557 -5:993.. 0 _ .. 0.. 5 3.557 -11.982 0 ° 0. 1 11.982 -3.557 0 0 0 -31.562 2 1 12.166 -3.557 0 0 0 -20.294 3 12.349 -3.557 0 0 0 -9.026 4 12.532 -3.557 0 0 0 2.242 5 12.715 -3.557 0 0 0 13.51 RISA -3D Version 4 [D:\1-DATA\Frames\6854-273.R3D] Page 3 Company December 12, 2000 Designer j joef Job Number : 854.27 Point Happy Bldg. 4 & 5 Checked By: Member Stresses, LC 1 : D+L Member Label Section Axial Shear y -y Shear z -z Bending y -top Bending y -bot Bending z -top Bending z -bot (Kci1 (Ksil (Ksi) (Ksil (Ksil (Ksil (Ksi) M1 M2 M3 1 1.097 -0.973 i 0 2.089 -2.089 0 0 2 1.087 1 -0.973 0 1 0.354 1 -0.354 0 0 3 1.076 -0.973 0 1 -1.381 1.381 0 0 4 1.065 -0.973 0 -3.116 3.116 0 0 5 1.054 -0.973 0 -4.851 1 4.851 0 0 1 0.479 5.709 0 1-17:992 -0:171 17:992 0 0 2 0.479. 2:854 0 3.807 =3:807. 0 0 3 0.479 -0:002 0 11;0.67 -1:1:067' 0.. 0 4 0:479 -2:857 0 3.'79` =3:7..9.... 0., 0.004 I 5 0.479 =5.712 .0 -18`026 181026: OF -0.023 1 0.705 -0.973 0 1 4.86 j -4.86 0 0 2 0.716 -0.973 0 1 3.125 1 -3.125 0 0 3 0.726 -0.973 1 0 1.39 1 -1.39 0 0 4 0.737 -0.973 0 -0.345 0.345 0 0 5 0.748 -0.973 0 i -2.08 2.08 0 0 Member Deflections, LC 1 : D+L Member Label Section x -Translation y -Translation z -Translation x -Rotation (n) Uy Ratio (n) Uz Ratio (in) (In) fin) (radians) M1 I. M2 M3 1 0 0 0 0 NC NC 2 -0.001 0.009 0 0 NC NC 3 -0.003 1 0.022 0 0 6736.328 NC 4 -0.004 0.023 0 0 6330.136 NC 5 -0.006 -0.001 0 0 NC NC 1 0.001 -0:006 0 0.049 1 NG. 2. 0:001. -0:171 .0.-... -.0 < 1228:=136 3 0 -0:28 0 0:-7-42-1'153.: :N'C 4 -0i0Q1.' -U1:7 0 0 :1229..:523 <NC` 5.. -0:002 -0:004. 0: 1 0.004 0.002 0 0 NC NC 2 0.003 -0.023 0 0 6300.725 NC 3 0.002 -0.022 0 0 6692.01 NC 4 0.001 -0.009 0 0 NC NC 5 0 i 0 0 0 NC NC Member AISC ASD 9th Code Checks, LC 1 : D+L Member Label code Chk Loc Shear Chk Loc Dir ra ro y -y ru z -L r au Q(461 - (Ft) Ft) (Ksi) (Ksi) (Ksi M1 0.197 1 12.67 0.049 1 20.428 1 37.5 1 30 H1-2 M2 0:969. 17 0.286. 1 1 4:057 37.5 18:914- H12-:: M3 1 0.185 1 0 0.049 1 0 1 y 1 20.428 1 37.5 1 30 H1-2 RISA -3D Version 4 [D:\1-DATA\Frames\6854-273.R3D] Page 4 Company December 12, 2000 Designer Job Number : 854.27 Point Happy Bldg. 4 & 5 Checked By: 160'7 Envelope Joint Displacements Joint Label X Translate Y Translate Z Translate X Rotate Y Rotate Z Rotate (In1 I r (In) I r (In) I r. (mr iantl I r. (radiant) I r (radiantl I r N1 Envelope maxi 0.000 ! S 1 0.000 ! 5 1 0:000 1 1 1 0.000 1 1 0.000 1 0.000 ! 2 5 min i 0.000 1 2 1 0.000 ! 2 1 0:000 1 1 1 0.000 1 1 0.000.. 1 '0.000, .5= N2 max' 0.32 1 3 1 -0.002 1 5 1 0.000 1 1 0.000 1 1 0.000 1 0.002 4 1 4 1 1 34- I.min i -0.31.8 1 2' 1 -0:006 I. 2, 0:000. 1 0.000 1 1 .0.000 1 =0:003 ' .3. N3 I max i 0.322 1 5 1 -0.002 4 1 0.000 1 0.000 1 0.000 1 0.004 2 5 min 1 -0.326 2-0:004 1 1 1 0.000 1 1. 0.000 1 -0.000`' 1 : 0:002'--. 5-`: N4 max i 0.000 1 3 0.000 4 1 0.000 1 1 0.000 1 0.000 1 1 0.000 1 4 M21: .min . 0.000 4 0.000 1 0:000 1 0:000 1 ::0:000- . f...1" ... 0:000_ :3- .3- Envelope Reactions Joint Label X Force Y Force Z Force X Moment Y Moment Z Moment (K) 1 c 1K1 I r (Kl 1 r (K-ftl I r (K -B1 I r (K-ftl I r N1 maxi 8.75 2 20.592 2 NC NC NC 46.744 1 5 min 1 -3.91.5 1 5 1. .5.337 5 'NC NC NC-.. _65.428 :.:2- 5 N4 max i 3.143 1 4 1 12.715 1 1 NC I NC NC _F_'N.C.... 1 62.831 3 min i -7.982 1 3 : 6:333. 1 .4 1 NC I NC'. -8.792 -44.382 : 4 Reaction Totals: max 1 min. 10.5 -10:5. 1 4 1 1 34- 31.841 11:94-1 1 2 1 :5 0.000=1 0:000 1 1 2 3 max 1 20.071 2 3.926 5 1 0 1 1 0 1 0 1 25.435 3 Material Takeoff. LC 1 : D+L Section Set Database Shape Total Length Total Weight Envelope Member Section Forces Member Label Section Axial Lc Shear y -y Lc Shear z -z Lc Torque Lc Moment y -y Lc Moment z -z Lc (Kl (Kl (Kl (K-ftl (K-ftl [K-ftl Mi 1 max 20.592 2 3.926 5 1 0 1 1 0 1 0 1 46.744 5 min 5.337 5 -8.792 2 1 0 1 1 0 1 0 1 -65.428 2 2 max 20.332 2 3.926 5 1 0 1 0 1 0 1 34.308 5 min 5.212 .5 -8.792 2 1 0 1 1 0 1 0 1 -37.581 1 2 3 max 1 20.071 2 3.926 5 1 0 1 1 0 1 0 1 25.435 3 min 1 5.087 5 -8.792 2 0 1 0 1 0 1 -13.205 4 4 max 19.811 2 3.926 5 0 1 0 1 0 1 1 20.234 1 min 1 4.963 5 -8.792 2 0 1 1 0 1 0 1 9.437 5 5 max 1 19.551 2 3.926 5 0 1 0 1 0 1 45.962 2 min 1 4.838 5 -8.792 2 0 1 0 1 0 1 1 -2.998 5 M21: max 8.75 2:. 13:646 2 0 1 0:1'" , :45:962::=-2` min -3.915 5.:'.T ;:.2:672. 51 : 0 1 0: 1..:....Y=2€99$`:. ,;5_ 2' Max. 8'.75 2 7:682 "2 .0 4:.: 0' 1 -.0-2. min. -3.915 :5 .. .0.477. 5. 0 1 0. 1 0° :: 1 . =1!2:322':::':3." 3 max 8.75 2 1.719 2'. 0 1 : D., 1. 0 1 .. -7:056 .. 'S min -3.915 5_ -1.722'.. 3. 0 1... 0' :1.. 0:: 1 :.. =,19:37.8: .4 max. 8.75 2 -1.898' .. 4 0 1. .0 .1...` : ' '.0- 1:: :.4:904 .5-.',.l min -3.9.1'5 5 -6.266 3 0. 1 .0 .. 1 : 5 max 8:75 2 -5.512 4 0 1 0 1 0:. .1 38:605:: .3::°, min -3.915 5 ],--11.'982;-.- 1 0 1. 0, ` 1 : 0 .1. .4:397:.:::. -- M3 1 max 82 11.9 1 3.156 4 0 1 0 1 0 1 -4.397 4 RISA -3D Version 4 [D:\1-DATA\Frames\B854-273.R3D] Page 1 Company Designer Job Number : 854.27 Point Happy Bldg. 4 & 5 December 12, 2000 Checked By: ) �v (o Envelope Member Section Forces, (continued) Member Label Section Axial Lc Shear y -y Lc Shear z -z Lc Torque Lc Moment y -y Lc Moment z -z Lc (K) (K) (K) (K -ft) (K -ft) (K -ft) Envelope Member Section Stresses min 5.512 4. -8.006 1 3 0 1 1 1 0 1 0 1 1-38.605 3 2 max 1 12.166 1 1 3.156 1 4 1 0 1 1 1 0 1 0 1 1 -5.29 1 5 0 min 1 5.717 4! -8.006 1 3 0 1 1 1 0 1 1 1 0 1 1 1 -22.358 2 3 max 1 12.349 1' 3.156 1 4 0 1 0 1 0 1 15.609 5 1 1 min 5.923 4 -8.006 3 0 1 1 1 0 1 0 1 -27.975 2 0 1 1 1 12.532 1 1 3.156 4 1 0 1 0 1 0 1 37.472 3 4 min 6.128 4 1 -8.006 3 1 0 1 0 1 0 1 -34.386 4 E5maxmax 1 12.715 i 1 1 3.156 1 4 1 1 0 1 0 1 1 62.831 3 1 1 1 min 1 6.333 i 4 1 -8.006 1 3 1 1 1 1 0 1 1 0 1 1.-44.382 0 1 4 Envelope Member Section Stresses max I 1.211 2! 1.074 5 Member Label Section Axial Shear y -y Shear z -z Bending y -top Bending y -bot Bending z -top Bending z -bot Ksi Lc Ksi Lc Ksi Lc Ksi Lc Ksi Lc (KsO Lc Ksi Lc M1 min 1 0.314 5! -2.404 2 1 0 'M2 1 M3 max I 1.211 2! 1.074 5 0 1 10.075 2 7.198 5 0 1 0 1 0 min 1 0.314 5! -2.404 2 1 0 1 1 -7.198 1 5-10.075. 2 max 2 1 0 1 1 1 0 1 2 max 1 1.196 1 2 1 1.074 1 5 1 NC 1 1 5.787 1 2 1 5.283 5 0 1' 0 1 4990.569 min 1 0.307 1 5 1 -2.404 1 2 1 0 1 1 -5.283 1 5 1 -5.787 2 0 1 1 0 1 3 max 1.181 1 2 i 1.074 �5 1 0 ! 1 1 2.033 ' 4 1 3.916 1 3 0 1 1 1 0 1 min 0.299 ! 5 -2.404 1 2 1 0 1 1 1 -3.916 1 3 -2.033 4 0 1 0 1 4 max 1.165 1 2' 1.074 5 0 1 1 1 -1.453 1 5 1 3.116 1 0 1 0 1 min 0.292 1 5 1 -2.404 2 0 1 1 1 -3.116 1 1 1 1.453 5 0 1 0 1 5 max 1.15 1 2 1 1.074 5 0 1 0.462 ' S 7.077 2 0 1 0 1 min 0.285 5 -2.404 2 0 1 -7.077 2 -0.462 5 0 1 0 1 1 :: Thax: = :1::178 12 1--6-505 2 . 0 1. T. 1.7.1.Z. ' 5- _ :26:25 :: `.2:`.: 0.;._:.:. min'1 -0:527 1 5 1 1:274 5 0 1' . -26:25 2': .:-1:7:.12.:`.5:'.-- :0:: 1- .: 77577 .7F 2.. max 1'.178 2. I .3:662. _ .:2 '0 1 - 7:037 3 :. -..l,.-84'8 < min.. -0.527 5 1 0.228 5 0 1 ;;1.'848-1. 4. =7.037;::::3..: .3 max 1 178 2 0:8:19::2 0 1 � � 11 b067 1 -4:03:: •5.': - 0 min' =0:527 1 5 i -0:82:1.. '3 .0 1 A 4.:03.: 5 -11:067:': =1 : U.` :.: '1 0.:::<`:;<1<; 4 max 1.178 1 2 -0:9.05. 4 0 1 1 7;979 2'. 2'8041::,: 5.:.:. 0: ;: 1.:: 0=. mint: =0.527 5 -2.987 3. 0 1 :-2-.801 5. 5 max.1 1.178' 2 1 -2:628' 4 0 1. 4:51:1 4: •22:048':- `3::: 0 ':: .]`°:: 0`::":.::- 1 _ min:; =0.527 5 . -5:712 1 0 1'- :22:048: .3 ., ...:7:511- _ >_4> ;:: ._0'..-n..' .1: :; ::...:0=:.::.:..1;= 1 max 0.705 1' 0.863 4 1 0 1 1 5.944 3 -0.677 4 1 0 1 1 0 1 min 0.324 1 4 1 -2.189 3 1 0 1 1 0.677 4 -5.944 3 .0 1 1 0 1 2 max 0.716 1 1 1 0.863 4 1 0 1 1 3.443 1 2 1 -0.815 5 0 1 1 0 1 min 0.336 1 4 1 -2.189 3 1 0 1 1 0.815 5 -3.443 2 0 1 0 1 3 max 0.726 1 1 1 0.863 4 1 0 1 4.308 1 2 2.403 1 5 0 1 0 1 min 0.348 1 4 1 -2.189 3 0 1 -2.403 1 5 -4.308 1 2 0 1 0 1 4 max 0.737 1 1 1 0.863 4 0 11 5.295 1 4 5.77 1 3 0 1 0 1 min 0.36 1 4 1 -2.189 3 0 11 -5.77 ! 3 -5.295 4 0 1 0 1 5 max 0.7481 0.863 4 0 1 6.834 4 9.675 3 1 0 1 1 0 1 min 0.373 1 4 1 -2.189 3 0 1 1 -9.675 1 3 1 -6.834 1 4 1 0 1 1 1 0 1 Member Deflection Member Label Section x -Translate Lc y -Translate Lc z -Translate Lc x -Rotate Lc (n) Uy Ratio Lc (n) Uz Ratio Lc (In) (In) (In) (radians) M1 1 max 0 1 1 1 0 1 0 1 0 1 NC NC min 0 1 1 1 0 1 0 1 0 1 NC NC 2 max 0 5 1 0.044 2 0 1 0 1 3493.174 2 1 NC min -0.002 2 -0.03 5 0 1 0 1 4990.569 5 1 NC 3 max -0.001 ' 5 0.134 2 0 1 0 1 1131.68 2 1 NC min -0.003 1 2 -0.104 5 0 1 0 1 1460.363 5 1 NC RISA -3D Version 4 [D:\1-DATA\Frames\B854-273.R3D] Page 2 Company December 12, 2000 Designer k& 7 Job Number : 854.27 Point Happy Bldg. 4 & 5 Checked By: Member Deflections, (continued) Member Label Section x -Translate Lc x -Translate Lc x -Translate Lc x -Rotate Lc (n) Uy Ratio Lc (n) Uz Ratio Lc Envelope Member RISC ASD 9th Code Checks Member Label Code Chk - Loc Shear Chk Loc Dir Fa Fb y -y Fb z -z ASD Eqn. Ft Lc Ft Lc (Ksl) (Ksi Ksi M1 0.26 0 2 1 0.083 0 y 1 2 1 29.518 54.188 1 43.35 H1-2 M2' 0.969 1 17 '1. '.0.286 17 'T 1. 4:057: 37:5 .- .18-9:14'.H.T :. M3 1 0.239 1 12.67 1 3 1 0.076 1 0 1 y 1 3 1 29.518 1 54.188 1 43.35 1 H1-2 RISA -3D Version 4 [D:\1-DATA\Frames\B854-273.R3D] Page 3 Company December 12, 2000 Designer Job Number : 854.27 Point Happy Bldg. 4 & 5 Checked By: rto� Member AISC ASD 9th Code Checks, LC 6 : 9.2d+0.5L+2.8Eh rvrenrver L's 1 bode C", we Qnear L.rnc LOG urr ra rD y -y Fb Z -Z ASU tqn. Ft Ft) (Ksi) (Ksi Ksi M1 0.587 0 1 0.169 1 0 1 y 1 29.518 54.188 1 43.35 H1-2 M2 1.22 0 0:253 1 0 5:862 1 54:188 43:35 H1-1-.. M3 0.49 12.67 0.111 1 0 1 Y 1 29.518 1 54.188 1 43.35 1 H1-2 RISA -3D Version 4 [D:\1-DATA\Frames\B854-273.R3D] Page 1 Company December 12, 2000 Designer 14043Job Number : 854.27 Point Happy Bldg. 4 & 5 Checked By: MemberAlSC ASD 9th Code Checks, LC 7 : 0.9D-2.8Eh Ft Ft) (Ksi) (Ksi) (Ksi M1 0.497 0 0.122 '; 0 Y 29.518 54.188 1 43.35 H1-2 M2 0.782 17 .0175 1 17 Y 5.862 54.188 -43:35 :H2-1 M3 0.561 12.67 0.157 ' 0 y 29.518 54.188 43.35 H1-2 RISA -3D Version 4 [D:\1-DATA\Frames\B854-273.R3D] Page 1 Company December 12, 2000 Designer 7,0Job Number : 854.27 Point Happy Bldg. 4 & 5 Checked By: Reactions, LC 8: 1.OD+1.OEh Joint Label X Force Y Force Z Force X Moment Y Moment Z Moment Center of Gravity Coords (X,Y,Z) (Ft) : 1 6.958 1 12.141 1 0.000 -71 RISA -3D Version 4 [D:\1-DATATrames\B854-273.R3D] Page 1 Company December 12, 2000 Designer 1 Job Number : 854.27 Point Happy Bldg. 4 & 5 Checked By: Reactions, LC 9: D Joint Label X Force Y Force Z Force X Moment Y Moment Z Moment Center of Gravity Coords (X,Y,Z) (Ft) : 1 6.958 1 12.141 1 0.000 RISA -3D Version 4 [D:\1-DATA\Frames\B854-273.R3D] Page 1 Company December 12, 2000 Designer P Job Number : 854.27 Point Happy Bldg. 4 & 5 Checked By: 1 % Z Reactions, LC 10: L Joint Label X Force Y Force Z Force X Moment Y Moment Z Moment Center of Gravity Coords (X,Y,Z) (Ft) : 1 6.8 1 12.67 1 0.000 RISA -3D Version 4 [D:\1-DATA\Frames\6854-273.R3D] Page 1 Company December 12, 2000 Designer Job Number : 854.27 Point Happy Bldg. 4 & 5 Checked By: -/73 Reactions, LC 11 : Eh/1.4 Joint Label X Force Y Force Z Force X Moment Y Moment Z Moment Center of Gravity Coords (X,Y,Z) : No Calculation RISA -3D Version 4 [D:\1-DATA\Frames\6854-273.R3D] Page 1 )ESIGN OF REDUCED BEAM SECTION FRAME 3 IN ACCORDANCE WITH: 1997 SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS INTERIM GUIDELINES ADVISORY NO. 1 FEMA 267-B .. R.n6wawt. 4e. b' x a=(.5 to .75) bf ` b=(.65 to .85) d°I c=<.2 bf a ��• ° Fig. 3 Geometry of Radius Cut RBS BEAM 1 SIDE STORY HEIGHT ABV= 0 FT STORY HEIGHT BLW= 12.67 FT BEAM LENGTH= 17 FT wDL= 0.734 k/ft wLL= 0.650 k/ft w-i.2D+.5L= 0.1005 k!n BEAM USED w8x35 fa= 1 KSI R89 . . aaeors Mas eWo► 'ad Res L' • distance Mtwm acetas al Res cols a +ir LL" a• � �L • dlstana Mtwan alasA cantwl"s. Natmn Mlwan colosa untariws Fig. 4 Typical Moment Frame Beam with RBS Connections a BASE FIXED = y 0.061166667 kftn 0.054166667 kfin COLUMN USED (IF NONE ENTER "NONE") ABOVE BELOW NONE w12x58 db = 8.12 in. do = 0.00 in. 12.19 in. i WiL bfb = 8.02 in. bfc = 0.00 in. 10.01 in. tfb = 0.50 in. tfc = 0.00 in. 0.64 in. twb = 0.310 in. twc = 0.000 in. 0.360 in. Zb = 34.7 in ^3 Zc = 0 in ^3 86.4 in ^3 fa= 1 KSI STEP 1 CHOOSE TRAIL VALUES OF a,b,c a= min= 4.01 max= 6.015 b= min= 5.278 max= 6.902 C= min= 1.203 max= 1.604 use 5.0125 5 use 6.09 6 use 1.4035 1.375 P -7+ STEP 2 COMPUTE PLASTIC SECTION MODULUS AT THE MIMIMUM SECTION OF RBS ZRBS =Zb-2c tf (d-tf)= 24.320469 in3 3 ESTABLISH THE EXPECTED YIELD STRESS OF THE BEAM FOR A572 FG 50 STEEL RY=1.1 FyE= Ry Fy= 1.1 X 50= 55 KSI STEP 4 COMPUTE MAXIMUM MOMENT EXPECTED AT CENTER OF THE RBS MRBS= 1.15 ZRBS FyE= 1538.27 KIP -IN STEP 5 COMPUTE THE SHEAR FORCE AT THE CENTER OF THE RBS CUTS AT EACH END OF THE BEAM L'= THE DISTANCE TO CENTERLINE OF THE RBS CUTS= L'=L-dc-2(a+b/2)= 175.81 IN and VRBS=(2MRBs/L)+ (wU/2)= 26.33 K V'RBs=(2MRBs/L)- (wL'/2)= 8.67 K -P 6 COMPUTE MAXIMUM MOMENT EXPECTED AT THE FACE OF THE COLUMN Mr= MRBs + VRBS (a+b/2)= 1748.93 KIP -IN C� RBS Ml al i VRBSMRBS B2 STEP 7 COMPUTE THE PLASTIC MOMENT.OF THE BEAM BASED UPON THE EXPECTED YIELD STRESS We Zb FyE_ 1908.5 KIP -IN STEP 8 CHECK THAT MF IS IN THE RANGE OF 85% TO 100% OF MpE Md MpE= 1748.93 91.64% < 100% OK 1908.5 THEREFORE PREUMINARY DIMENSIONS ARE OK a= 5 b= 6 c= 1.375 ;TEP 9 CHECK STRONG COLUMN WEAK BEAM REQUIREMENTS �Z(FF— f) > I 1.0 Mc where: Zc = plastic section modulus of the column section above and below the connection MR Fx = minimum specified yield stms of the column axial stress in the column above and below the connection FMS = sum of the column moments at the top and bottom of the panel zone corresponding to the development of MABs at the center of the RBS cuts in the attached beams where: MABs + (VAw + Vitas ( 2 + a + 21 V = (11) c h,"+db+hb Me = Vc h, (12) (l3) Mb - Vc hb M(14)c = Ma' + Mcb t where: Vc = shear force in the columns above and below the connection Ma = column moment immediately above connection Mcb = column moment immediately below connection Jill = distance from top of beam to point of inflection in the column above the connection hb = distance from bottom of beam to point of inflection in the column below the connection db = depth of beam all other variables as previously defined 1 Vc= 26.72419 K Mcr= Vc ht= 0 KIP -IN Mcb= Vc hp= 1923.07268 KIP -IN SUM MC-- 1923.07268 KIP -IN Mc 2.20 > 1.0 O.K. 1-7(o i _Vc i Ya db VR'. VA?ISS � Miy I �b I i i i Ve t� a (W) de a) STEP 10 CHECK COLUMN PANEL ZONE VFz = 0095d, -OBV, 6 EMf=Mf+Mj (I6) lyl _ Mw + VAI( a + 2� (17) where: ` Vyt panel zone shear force corresponding to the development of 80 percent of the maximum expected column faze moments Mf maximum moment expected at the face of the column. calculated according to Eq. 7 M' = maximum moment expected at opposite column face THE PANEL ZONE SHEAR IS AS FOLLOWS: Mf__ 1748.93 KIP -IN M, f__ 0 KIP -IN SUM Mf__ 1748.93 KIP -IN VPZ= 187.997194 K THE STRENGTH OF THE PANEL ZONE IS CALCULATED AS FOLLOWS: t > m—&—van = 0 200 in Z 77 W/OUT PLUG WELDS ATTACHING DOUBLER TO WEB MIN. THICKNESS OF WEB & DOUBLERS = t twc = 0 360 in O K V = 055Fyde1 + 3 d , I t doubler = 0.250 in. O.K. L b c t= total thickness of panel zone including doubler plates= 0.61 IN thickness of doubler plates if needed= 0.25 IN DOUBLER PLATES REQUIRED V= 162.33838 KIPS < 187.9972 N.G. W/OUT DOUBLER PLATES V= 246.14463 KIPS > 187.9972 O.K. W/DOUBLER PLATES ADD 0.250 IN THK DOUBLER PLATES IF REQUIRED '99•t'tG SMy.1.1361,102 No" elmsa fly 'd '1100 tug tt.m•u 09 tnM to N HAD A, polls M Isom uVg4*"s :1plu @AmA /y •Ots :1q.a 9y .sr .c .L .OMIT! MOB 01 IMlu.d PQ Olams p,1li0 Mmnp* is ..rota .rac out-% w eww.• PICAS w woum livid dws f0a plea ./Om.a > cos '» Ltsy1 n41 •n•e .aorta Lf=►tM p1tudowl put Vogul* 11 low jmw 10113130144 wt.41 pus MMM of Mud to tolpf"m on oleo, le u0tt.d • • •plO.a,1e141 Ira Jai n wtg 1 V,11 u $p1M 1Mo2.n tot gtME.pt p le.r ntld . I • (9cy)991=9cM I 9U9 wII11102 of 1.41'13'9 MOM ('s'61.9 =.1. 1 1411! pigs .gotl.a I uimu., of no'n'e ttow xjliwws FIM 11V132 3ldKVX3 E X -ri kD I Frame 3 Bearing Pressure Maximum Bearing 1.605 ksi Max/Allowable Ratio .382 UBC (12-13) (ABIF = 1.333) 1.605 (ksi) 0. 24 in -5. -10. I 0. Plain Base Plate Connection 46.188 Base Plate Stress .333 Base Plate Thickness :.75 in 2 Maximum Stress 22.228 ksi Base Plate Fy : 36. ksi -1.037 Max/Allowable Ratio .618 UBC (12-13) Bearing Surface Fp : 3.15 ksi 12-13 3 (ASIF - 1.333) Anchor Bolt Diameter : 1. in 0. -1.037 46.188 Anchor Bolt Material : Other UBC 12-13 4 Anchor Bolt Fu : 105. ksi 5.717 0. .124 46.188 22.228 Column Shape : W12X58 12-13 5 0. )!`� 6.301 (ksi) Design Code : AISC ASD 9th 1 23.794 .174 UBC12-13 6 5. Coarse Solution Selected 5.717 0. .124 46.188 23.794 .058 UBC - Anchor Bolts Rnit x (inl 7 (in) TPns_(kl Vx (kl Vz (k) Ft (ksil Fv (ksi) Unitv Combination 171 1 -5. -10. 12.071 0. -1.037 46.188 23.794 .333 UBC 12-13 2 0. -10. 13.305 0. -1.037 46.188 23.794 .367 UBC 12-13 3 5. -10. 12.071 0. -1.037 46.188 23.794 .333 UBC 12-13 4 -5. 10. 5.717 0. .124 46.188 23.794 .158 UBC 12-13 5 0. 10. 6.301 0. .124 46.188 1 23.794 .174 UBC12-13 6 5. 10. 5.717 0. .124 46.188 23.794 .158 UBC 12-13 Loads DL LL EL P k Vx k Vz k Mx(k-ft) Mz(k-ft) Reverse 10.371 1.917 -7.311 No 8.285 1.641 -6.259 No 1.222 3.723 -36.839 Yes Company B.G. Structural Engineering Designer Job Number : 854.27 Frame 3 X Geometry and Materials Length 24. in Width 16. in Thickness .75 in Base Plate Fy 36. ksi Base Plate E 29000. ksi Bearing Fp 3.15 ksi Bearing Fc' - 4.5 ksi Pedestal Length 0 in Pedestal Width 0 in Analyze Base Plate as Flexible Fp Based on AISC J9 Criteria AISC ASD 9th 35.991 Loads DL LL EL 24 in a .r, ko H Column Shape W12X58 Column eX 0. in Column eZ 0. in Column to Edge Min (X) .5 in Column to Edge Min (Z) .5 in WF Flanges welded WF Web welded Plain Base Plate Connection Vx Shear Lug NOT present Vz Shear Lug NOT present Coarse Solution Selected December 12, 2000 Checked By: 193�0 Bolt X (in) Z (in) 1 1 -5. -10. 2 0. -10. 3 5. -10. 4 -5. 10. 5 0. 10. 6 I S. 10. Anchor Bolt Diameter 1. in Anchor Bolt Material Other Anchor Bolt Fu 105. ksi Anchor Bolt E 29000. ksi AB Projected Length 6 in AB to AB Min Spacing 3.1n AB to Stiffner Min Spacing 2.5 in AB to Column Min Spacing 2.5 in AB to Edge Min, Spacing 1 in AB Row Min Spacing 3 in Priority is AB to Edge Spacing Include Threads for AB Design AB Fv, Ft based on AISC Criteria P k Vx k Vz k Mx(k-ft) Mz(k-ft) Reverse 10.3711.917 .117 -7.311 ' No 8.285 1.641 1 -6.259 No 1.222 3.723 1 -36.839 1 Yes Base Plate Stress and Bearing Result Base Plate Stress (ksi) Bearing Pressure (ksi) rincrrintinn I nad Sets Allowable ASIF U.C. Allowable ABIF U.C. UBC 12-12) 1 DL+1 LL 27. 1. .117 3.15 1. .232 UBC 12-13 1 DL+1 LL+1 WL 35.991 1.333 .088 4.199 1.333 .174 UBC 12-13 1 DL+1 LL -1 WL 35.991 1.333 .088 4.199 1.333 .174 UBC 12-13 1DL+1WL 35.991 1.333 .044 4.199 1.333 .097 UBC 12-13 1 DL -1 WL 35.991 1.333 .044 4.199 1.333 .097 UBC 12-13 1 DL+1 LL+.715EL 35.991 1.333 .618 4.199 1.333 .382 UBC 12-13 1 DL+1 LL-.715EL 35.991 1.333 .081 4.199 1.333 .166 UBC 12-13 1 DL+.715EL 35.991 1.333 .574 4.199 1.333 .336 UBC 12-13 1DL-.715EL 35.991 1.333 .293 4.199 1.333 .182 RISABase Version 1.02a [D:\1-DATA\CROSSENG\JOBS\BG\854-27\FramePL-3.rbs] Page 1 Company B.G. Structural Engineering December 12, 2000 Designer Ivl Job Number : 854.27 Frame 3 Checked By: Bearing Contours .731 .731 .731 (ksi) ! (ksi) (ksi) 0. 0. 0. 1DL+1LL Allowable :3.15 ksi U.C.::232 1 DL+1 WL Allowable :4.199 ksi U.C.:.097 1 DL+1 LL+1 WL Allowable :4.199 ksi U.C.:.174 407 .407 (ksi) (ksi) 0. I 0. 1 DL -1 WL Allowable : 4.199 ksi U.C.:.097 .697 1.41 (ksi) (ksi) 0. 10. 1 DL+1 LL -1 WL Allowable :4.199 ksi U.C.:.174 1 DL+1 LL+.715EL Allowable : 4.199 ksi U.C.:.382 .764 (ksi) 0. 1 DL+1 LL-.715EL 1 DL+.715EL 1 DL-.715EL Allowable : 4.199 ksi Allowable :4.199 ksi Allowable : 4.199 ksi U.C.:.166 U.C.:.336 U.C.:.182 Base Plate Stress Contour 3.169 3.169 3.169 yell (ksi) is i►� (ksi) +` (ksi) 011 �_ � _ .011' �� . .011 1 DL+1 LL Allowable :27. ksi U.C.:.117 1DL+1LL+1WL 1DL+ILL-1WL Allowable :35.991 ksi Allowable :35.991 ksi U.C.:.088 U.C.:.088 RISABase Version 1.02a [D:\1-DATA\CROSSENG\JOBS\BG\854-27\FramePL-3.rbs] Page 2 Company B.G. Structural Engineering December 12, 2000 Designer I$ Z Job Number: 854.27 Frame 3 Checked By: Base Plate Stress Contours (continued) 1.591 (ksi) .006 1 DL+1 WL Allowable :35.991 ksi U.C.:.044 2.899 (ksi) .011 1 DL+1 LL-.715EL Allowable :35.991 ksi U.C.:.081 1 DL -1 WL Allowable :35.991 ksi U.C.:.0" 1 DL+.715EL Allowable :35.991 ksi U.C.:.574 1.591 (ksi) .006 20.654 (ksi) .061 1 DL+1 LL+.715EL Allowable :35.991 ksi U.C.:.618 1 DL-.715EL Allowable :35.991 ksi U.C.:.293 22.228 (ksi) .058 10.53 (ksi) .027 Anchor Bolt Results rl-rintinn I nnrl Catc Rnit Tan- (k) Vx (k) Vz (k) Ft (ksi) Fv (ksi) Unitv UBC 12-12 1 DL+1 LL 1 1.696 0. -.593 34.65 17.85 .062 2 1.872 0. -.593 34.65 17.85 .069 3 1:696 0. -.593 34.65 17.85 .062 4 .171 0. -.593 34.65 17.85 .042 5 .252 0. -.593 34.65 17.85 .042 6 .171 0. -.593 34.65 17.85 .042 UBC 12-13 1 DL+1 LL+1 WL 1 1.696 0. -.593 46.188 23.794 .047 2 1.872 0. -.593 46.188 23.794 .052 3 1.696 0. 1 -.593 46.188 23.794 .047 4 .171 0. -.593 46.188 23.794 .032 5 .252 0. -.593 46.188 1 23.794 .032 6 .171 0. -.593 46.188 23.794 1 .032 UBC 12-13 1 DL+1 LL -1 WL 1 1.696 0. -.593 46.188 23.794 .047 2 1.872 0. -.593 46.188 23.794 .052 3 1.696 0. -.593 46.188 23.794 .047 4 .171 0. -.593 46.188 23.794 .032 5 1 .252 0. -.593 46.188 23.794 .032 6 .171 0. -.593 46.188 23.794 .032 UBC 12-13 1 DL+1 WL 1 .849 0. 1 -.319 46.188 23.794 .023 2 .937 0. -.319 46.188 23.794 .026 3 .849 0. -.319 46.188 23.794 .023 4 .092 0. -.319 46.188 23.794 .017 5 1 .135 0. -.319 46.188 23.794 .017 6 1 .092 1 0. -.319 46.188 23.794 .017 RISABase Version 1.02a [D:\1-DATA\CROSSENG\JOBS\BG\854-27\FramePL-3.rbs] Page 3 Company B.G. Structural Engineering Designer Job Number: 854.27 Frame 3 Anchor Bolt Results (continued) December 12, 2000 Checked By: 0 Descrintion Load Sets Bolt Tens.(k) Vx (k) Vz (k) Ft (ksi) Fv (ksi) Unity UBC 12-13 1 DL -1 WL 1 1 .849 ! 0. -.319 46.188 1 23.794 .023 2 .937 ! 0. -.319 46.188 1 23.794 .026 3 .849 1 0. -.319 46.188 1 23.794 .023 4 .092 0. -.319 46.188 23.794 .017 5 .135 0. -.319 46.188 23.794 .017 6 .092 0. -.319 46.188 23.794 .017 UBC 12-13 1 DL+1 LL+.715EL 1 1 12.071 0. i -1.037 ! 46.188 23.794 ..333 2 1 13.305 0. -1.037 1 46.188 23.794 .367 3 12.071 0. -1.037 46.188 23.794 .333 4 .365 0. -1.037 46.188 23.794 .055 5 .573 0. 1 -1.037 46.188 23.794 .055 6 .365 0. -1.037 ! 46.188 23.794 .055 UBC 12-13 1 DL+1 LL-.715EL 1 .162 0. -.149 46.188 23.794 .008 2 .237 0. -.149 46.188 23.794 .008 3 1 .162 1 0. -.149 1 46.188 23.794 .008 4 1.551 1 0. -.149 ! 46.188 23.794 1 .043 5 1.712 0. -.149 46.188 23.794 .047 6 1.551 0. -.149 46.188 23.794 .043 UBC 12-13 1 DL+.715EL 1 11.226 0. -.763 46.188 23.794 .309 2 12.373 0. -.763 46.188 23.794 .341 3 1 11.226 0. -.763 46.188 23.794 .309 4 .295 0. -.763 46.188 23.794 .041 5 .453 0. -.763 46.188 23.794 .041 6 .295 0. -.763 46.188 23.794 .041 UBC 12-13 1 DL-.715EL 1 .173 0. .124 46.188 23.794 2 .273 0. .124 46.188 23.794 3 .173 0. .124 46.188 23.794 4 5.717 0. i .124 46.188 23.794 5 6.301 0. .124 46.188 23.794 6 5.717 0. .124 46.188 23.7942 RISABase Version 1.02a [D:\1-DATA\CROSSENGUOBS\BG\854-27\FramePL-3.rbs] Page 4 M Re°: 5103M General Footing Analysis & Design Page 1 Description Frame3 General Information 0.00 psf Calculations are designed to ACI 318-95 and 1997 UBC Requirements Allowable Soil Bearing 1,500.0 psf Dimensions... Short Term Increase 1.330 Width along X -X Axis 6.250 ft Base Pedestal Height 0.000 in Length along Y -Y Axis 6.250 ft Seismic Zone 4 Footing Thickness 24.00 in Overburden Weight 0.00 psf Col Dim. Along X -X Axis 24.00 in Live & Short Tenn Combined DL+LL+ST Col Dim. Along Y -Y Axis 16.00 in fc 3,000.0 psi Max Soil Pressure Fy 60,000.0 psi Min Steel % 0.0014 Concrete Weight 145.00 pcf Rebar Center To Edge Distance 3.50 in Loads 1,995.0 psf Required Steel Area Applied Vertical Load... 0.344 in2 per ft "X' Ecc, of Resultant Dead Load 10.371 k ...ecc along X -X Axis 0.000 in Live Load 8.285 k ...ecc along Y -Y Axis 0.000 in Short Term Load 1.222 k Shear Stresses.... Vu Creates Rotation about Y -Y Axis Creates Rotation about X -X Axis Applied Moments... (pressures @ left & right) (pressures @ top & bot) Dead Load -7.311 k -ft k -ft Live Load -6.259 k -ft k -ft Short Tenn -36.839 k -ft k -ft 2.720 Creates Rotation about Y -Y Axis Creates Rotation about X -X Axis Applied Shears... (pressures @ left & right) (pressures @ top & bot) Dead Load 1.917 k k Live Load 1.641 k k Short Term 3.723 k k Footing Design OK 6.25ft x 6.25ft Footing, 24.Oin Thick, w/ Column Support 24.00 x 16.00in x O.Oin high ACI 9-1 ACI 9-2 DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 926.2 1,684.3 psf Max Mu 3.821 k -ft per ft Allowable 1,500.0 1,995.0 psf Required Steel Area 0.344 in2 per ft "X' Ecc, of Resultant 2.583 in 13.785 in -0.69 psi -0.44 psi 93.11 psi "Y Ecc, of Resultant 0.000 in 0.000 in Shear Stresses.... Vu Vn •Phi 93.11 psi 1 -Way 3.482 93.113 psi X -X Min. Stability Ratio No Overturning 1.500:1 2 -Way 6.171 186.226 psi Y -Y Min. Stability Ratio 2.720 93.11 psi Moments Shear Forces ACI 9-1 ACI 9-2 AU 9-3 Vn' Phi Two -Way Shear 6.17 psi 6.12 psi 2.44 psi 186.23 psi One -Way Shears... Vu @ Left 0.97 psi -0.69 psi -0.44 psi 93.11 psi Vu @ Right 1.78 psi 3.48 psi 1.58 psi 93.11 psi Vu @ Top 2.20 psi 2.14 psi 0.85 psi 93.11 psi Vu @ Bottom 2.20 psi 2.14 psi 0.85 psi 93.11 psi Moments ACI 9-1 ACI 9-2 ACI 9-3 Ru I Phi As Read Mu @ Left 2.07 k -ft 3.82 k -ft 1.71 k -ft 10.1 psi 0.34 in2 per ft Mu @ Right 1.23 k -ft -0.56 k -ft -0.42 k -ft 3.3 psi 0.34 in2 per ft Mu @ Top 2.21 k -ft 2.15 k -ft 0.85 k -ft 5.8 psi 0.34 In2 per It Mu @ Bottom 2.21 k -ft 2.15 k -ft 0.85 k -ft 5.8 psi 0.34 in2 per ft Ra".510M General Footing Analysis & Design Page 2 Description Frame3 Soil Pressure Summary Service Load Soil Pressures Left Right Top Bottom DL + LL 926.21 608.98 767.59 .767.59 psf DL + LL + ST 1,684.30 0.00 798.88 798.88 psf Factored Load Soil Pressures ACI Eq. 9-1 1,373.47 903.05 1,138.26 1,138.26 psf ACI Eq. 9-2 2,358.02 0.00 1,118.43 1,118.43 psf ACI Eq. 9-3 1,146.40 0.00 543.74 543.74 psf ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor 0.750 UBC 1921.2.7 "1.4" Factor 1.400 ACI 9-1 & 9.2 LL 1.700 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2.7 "0.9" Factor 0.900 AC19-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 ....seismic = ST' : 1.100 vRaecr #4vP `( SHEET NO. p.4p �-s B.G. STRUCTURAL JOB No' gsJ�,2-7 ITEM OATS ENGINEERING ENGINEER Lv- L 11CO Ir= 1Zl tj.— e. \ 0S (Zo Zzg'7f fpr- ,5gI Lam. z 4&o T%- Tr-> L- - %- TZDL- 6,Z97-4- L'I- L *S4*bs' w - St -t %,o 5'1 it L 'CaO 'T G-�,f* %A1 Zz-1 r t ,333 O P -P Lt 1 F R A M E 4 SCALE: 1/4" = 1'-0" 3X NAILER Ln I a P w OF BEAM I Cc "Nr} e X- � M J. 3 1 FIN. FLR. —————— — — — 0 --- %A1 Zz-1 r t ,333 O P -P Lt 1 F R A M E 4 SCALE: 1/4" = 1'-0" Company December 12, 2000 Designer Job Number : 854.27 Point Happy Bldg. 4 & 5 Checked By: W;�l Global Steel Code RISC 9th Edition ASD Allowable Stress Increase Factor (ASIF) 11.445 Include Shear Deformation Yes Include -Warping Yes No. of Sections for Member Calcs 5 Redesign Sections Yes P -Delta Analysis Tolerance 0.50% Vertical Axis Y Materials (General) Material Label Young's Modulus Shear Modulus Poisson's Thermal Coef. Weight Density Yield Stress Ksi Ksi Ratio r 10^5 F K/ft^3 Ksi STL 29000 1 11154 .3 .65 1 .49 1 50 Sections Section Database Material Area SA(yy) SA(zz) I y -y I z -z J (Torsion) T/C 7 i 170 Joint Coordinates Joint label X Coordinate Y Coordinate Z Coordinate Joint Temperature Ft Ft Ft F N1 0 " 0 0 0 N2. 0 12 0- 0 N3 0 18.5 0 0 N4 9 18:5 .0'- .: 0 . . N5 9 12 0 0 N6 9 0 0 0 Boundary Conditions Joint Label X Translation Y Translation Z Translation MX Rotation MY Rotation MZ Rotation N1 Reaction Reaction I Fixed 1 Fixed I Fixed 1 Reaction I N6 I Reaction Reaction I Fined.. I Fined: I :Fined- Reaction Member Data X -Axis Section End Releases End Offsets Inactive Member Member Label I Node J Node K Node Rotate Set I -End J -End I -End J -End Code Length (decrees) xvz xvz xvz xvz (Inl (in) rFn Steel Design / NDS Parameters Member Section Length Lb y -y Lb z -z L_comp Cm y -y Cb Sway Label Set let lei le_bend K y -y K z -z CH Cm z -z B y z RISA73D Version 4 [D:\1-DATA\Frames\B854-274.R3D] Page 1 Company December 12, 2000 Designer I� Job Number : 854.27 Point Happy Bldg. 4 & 5 Checked By: Steel Design / NDS Parameters (continued) Member Section Length Lb y -y Lb z -z L_comp Cm y -y Cb Sway Label Set le2 lel le—bend K y -y K z -z CH Cm z -z B y z (Ft) (Ft) (Ft) (Ft) M2 COL 6.5 -.108 ! 0 M3 BM 9 ! 1.2 1 1.2 M4 COL 1 6.5 1 1.2 1 1:2 M5 i COL 1 12 I 1 i ` 1.2 1 1.2 M6 I BM 1 9 1 1 1 1.2 1 1.2'-. Distributed Load Patterns Pattern Label Direction Start Magnitude End Magnitude Start Location End Location (Kfft. F) (K/ft. F) (Ft or %) (Ft or %) W 1 DL Y -.054 -.108 ! 0 %50 W1 LL Y -.06 -.12 0 %50. W20L Y -.108 -.054 %50 %100 W2LL Y -.1.2 -.06 .%50 %1:00. W3DL Y -.087 -.087 i 0 0 WRL Y -:04 -:04 i :0 :0 Basic Load Case Data BLC No. Basic Load Case Category Category -4.59 Load Type Totals :L Description tion Code Description Nodal Point Distributed Surface 1 D None 1 1 4 1 1--3 -A35:- 2 1 L :None .1 1 4-- 3 Joint LoadslEnforced Displacements, Category: None, BLC 1 : D Joint Label [L]oad or Direction Magnitude (Dlisolacement (K. K -ft. In. rad) N2 L Y -4.59 N3 :L Y" --.*597. . N4 L Y -.597 N5 L Y -A35:- Joint LoadslEnforced Displacements, Category : None, BLC 2: L Joint Label [L]oad or Direction Magnitude (Dlisolacement (K_ K -ft_ In. rad► N2 L Y -3.47 N3 L. ,Y -.46— N4 L Y -.46 N5 L Y -.2 Joint LoadslEnforced Displacements, Category: None, BLC 3: Eh Joint Label [L]oad or Direction Magnitude Member Distributed Loads, Category : None, BLC 9 : D Member Label I Joint J Joint Load Pattern Label Pattern Multiplier M3 N3 N4 W1 DL 1 M3 N3.N4 W2DL 1 M6 N2 N5 W3DL 1 RISA -3D Version 4 [D:\1-DATA1Frames1B854-274.R3D] Page 2 Company December 12, 2000 Designer 19MJob Number : 854.27 Point Happy Bldg. 4 & 5 Checked By: Member Distributed Loads, Cate -gory: None, BLC 2: L Member Label I Joint J Joint Load Pattern Label Pattern Multiplier M3 N3 N4 W 1 LL 1 M3 N3 N4 W2LL 1 M6 N2 N5 I W3LL 1 Load Combinations Num Description Env WS PD SRSS CD BLC Factor BLC Factor BLC Factor BLC Factor Joint Displacements, LC 1 : D+L Joint Label X Translation Y Translation Z Translation X Rotation Y Rotation Z Rotation (In) (In) (In) (radiancl (radiancl /rnrliancl N1 0.000 0.000 0.000 0.000 0.000 0.000 N2 -0:002 -0:006 0.:000 0:000:: N3 -0.004 -0.007 1 0.000 0.000 1 0.000 0 N4 -0:0.05 .:0:003 0:0:00 0:000 0:000:. :. 0: N5-0.002 1 -0.002 0.000 0.000 0.000 0 N6 0:0.00 0.000 0:000-. . - 0.000' 0.000 0:00.0 Reactions, LC 1: D+L Joint Label X Force Y Force Z Force X Moment Y Moment Z Moment Center of Gravity Coords (X,Y,Z) (Ft) : 2.25 1 13.447 0.000 RISA -3D Version 4 [D:\1-DATA\Frames\BB54-274.R3D] Page 3 Company December 12, 2000 Designer ljo Job Number 854.27 Point Happy Bldg. 4 & 5 Checked By: Material Takeoff, LC 1 : D+L Section Set Database Shape Total Length Total Weight Member Section Forces, LC 1 : D+L Member Label Section Axial Shear y -y Shear z -z Torque Moment y -y Moment z -z IKI (K) (K) (K -ft) (K -ft) (K -ft) I M1 F- M2. F- M3 I , W4 1 M5 -M6- Member Stresses, LC 1 : D+L Member Label Section Axial Shear y -y Shear z -z Bending y -top Bending y -bot Bending z -top Bending z -bot IKQiI (KqII (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) M1 11.12 1 -0.027 1 0 0 0 i -0.19 1 2 11.03 -0.027 0 0 0 -0.108 0.04 10.94 -0.027 T- o 0 i 0 -0.027 4 F3 10.849 1 -0.027 0 0 0 0.055 5 10.759 -0.027 0 0 0 0.136 1 2'078 -0.29.4. .00 -.0 0 -0.05 2 2-.029 -0.294. -.0 TO. 0 .-0.112 3 1.98 -0:294 0 .0, 1 0 2 4 1.931 -0.294 0 -.0 0 '708+ 5 1:882. -882 -0.294 0 0. 1 ..0 -1.1-85 1 1 0.293 0.825 0 0 0 1.185 1 2 1 0.293 0.474 0 0 0 -0.301 3 0.293 -0.006 10 0 0 0 -0.851 4 0.293 :0.486 0 0 0 -0.274 5 0.293 _0. 837 0 0 0 1.238 1 1.894: -0:293- 0 0. 0 -1:.;238;: 1 2' 1.943 -0.293 0 .0. --0 0.761: 3 1.992 -0.293 0- "0 :-- 4 2.041" -0.293; 0- -.0. -"0 0.'493'. -i -: 2.09:' - -0,293 0.'' .. . ... 7776:869`:: ' :� .3.37 -0.027 0 0 0 -0.297 2 3.46 -0.027 0 0 0 -0.217 3 3.55 -0.027 0 0 0 -0.136 4 3.641 -0.027 0 0 0 -0.055 5 3.731 -0.027 0 0 0 0.026 1 -0.266.., 0:621 0- .0...+. .:0 2- -0.266 .0: -3051- .0 3 -0'.266 -O'.'Gl 2 -51 4 -0.266 -0.329" 0.- 0. 5; .-0.266* =0:645 I 0' -0 ::a Member Stresses, LC 1 : D+L Member Label Section Axial Shear y -y Shear z -z Bending y -top Bending y -bot Bending z -top Bending z -bot IKQiI (KqII (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) M1 1 1.258 -0.01 0 0.07 -0.07 0 1 0 2 1.248 -0.01 0 0.04 -0.04 0 0 3 1.238 -0.01 0 0.01 -0.01 0 0 4 1.227 -0.01 0 -0.02 0.02 0 0 5 1.217 -0.01 0 -0.05 0.05 1 0 0 1 .0;235 .-0.112 0 ..G.,267--'0 , '267 2 .0.23 4. 112 .0 -,G*.'0.91 -0.:091, T '0 3 224 =0:112 .0 --0.-085 '0:08'5:. 0:. 4 =0.1.12 0 4262. :0-.-262 "0 5 1 0.213 -0.112. -12. 0 0.4.38' -0438- M3 1 1 0.073 0.529 0 -1.338 1 1.338 1 0 0 RISA -3D Version 4 [DA1-DATA\Frames\6854-274.R3D] Page 4 Company December 12, 2000 Designer 1,94 Job Number 854.27 Point Happy Bldg. 4 & 5 Checked By: _Member Stresses 'LC 1: D+L, (continued) Member Label Section Axial Shear y -y Shear z -z Bending y -top Bending y -bot Bending z -top Bending z -bot 'Ksi% Wsil (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) I M4 I M5 I :M6, 2 0.073 0.304 0 i 0.339 -0.339 1 0 1 0 3 0,073 -0.004 0 0.961 -0.961 0 0 4 0.073 -0.311 1 0 0.31 1 -0.31 -0.005 0 5 1 0.073 i -0.537 1 0 -1.397 - 1.397 0 0 1 0.214 1- -0;-1:12' 1 0 -0.457 -0.45.7 :.0 0 2 0.22 -0.112 0 -0.'281 -0.28:10 � 3 0.225 -0.112 0 0.105 -0.105.. 0 4 '0.231 701, 2 :0- -0,07.1:0 -.NC 5 5 0.236 1 -:0.112 0 -0."247 0247. 0 -ZO - 1 0.381 -0.01 00.11 NC i -0.11 0 0 2 0.391 -0-01 0 0.08 -0.08 0 0 3 0.402 -0-01 0 i 0.05 -0.05 0 1 0 4 0.412 i -0-01 0 0.02 j -0.02 1 0 0 5 0.422 -0-01 0 -0.01 0.01 0 I 0 1 -:0.066 1 0'+.*398 1 0 .97 0': .9T 0' 0+ .3 2 66 0.195 1 0 .:0.206'.- --0.20.6 :0 0.002. 3. -0-.066 4.1008 -1 0- -0.578 4578 ..0:..: 0.002. 4 -0.-066 -0:211 1 0 0.145 -05145..:. :0 ro: �5l -0.066 1 -0.414 1 0 =1:091 0.001 1 0 0. Member Deflections, LC I : D+L Member Label Section x -Translation y -Translation z -Translation x -Rotation (n) Uy Ratio (n) Uz Ratio In In In (radians) F- M1 I W. I M3 I M4 I M5 I M& 1 0 0 0 0 NQ NC 2 -0.002 0 0 0 NC NC 3 -0.003 0.001 i 0 0 NC NC 4 -0.005 1 0 0 NC NC 5 -0.006 .0.002 0.002 0 0 NC NC 1 -0:006. 0.002- -0-- 0 .-2 -0.'0060.003 0 -' N ...NC 3 -0.006 0.004 1 -0- 4 -0.007 0.00.4 :0- .0 -.NC 5 -0.007 0.004 0.- -'0 N 1 -0.004 0 0 NC NC 2 -0.004 .-0.007 -0.01 0 0 NC i NC 3 1 -0.004 -0.011 0 0 NC NC 4 -0.005 -0.008 0 0 NC NC 5 1 -0.005 -0.003 0 0 NC NC 1. 0.0.03-- 0.-005 i .0. 0." NC- ; 0002- -:0.0.03' A -0 0 NC`+ .3 -0.0034. .0 0 C- 4 C 4. 0.002. .0.002. .0. NC, 4. � Nc" -:5 0'.002 0.002. .0'. 1 0.002 0.002 1 0 0 NC NC 2 0.001 0.001 1 0 0 NC NC 3 0.001 0 1 0 0 NC NC 4 0 0 0 0 NC NC 5 0 0 0 0 NC NC .1 =0.002 -0 006 1 0 0. NC. 2 -0.-002- -0.007- 0 - '0' -.-NC' 3 -0.002 -0.008 0 01 4 -0.002:. -0- , : 005 0 0 M . 5 -0.002. -0.0024 '0.- 0 _NG, RISA -3D Version 4 [D:\1-DATA\Frames\B854-274.R3D] Page 5 Company December 12, 2000 Designer Job Number : 854.27 Point Happy Bldg. 4 & 5 Checked By: Member AISC ASD 9th Code Checks, LC 1 : D+L Member Label Code Chk Loc Shear Chk Loc Dir Fa Fb y -y Fb z -z ASD Eqn. (Ft) IRI !Keil !Keil /Keil M1 0.135 0 0.001 1 0 y 9.448 37.5 30 H1-1 M2 0.022 6.5 1 0:006 1 0 y 21:287 37.5 30 .: HIA;- M3 0.089 1 9 0.027 1 9 5.219 37.5 16.077 H1-2 M4 0:023 0 0.006 0 21'.287 37:5 30 :;H :'I- M5 0.045 12 0.001 0 y 9.448 37.5 30 H1-1 M6 1 0.066 1 9 0.'02:1 1 9 Y 5.219 37:5. 16:615 RISA -3D Version 4 [D:\l-DATA\Frames\B854-274.k3D] Page 6 Company December 12, 2000 Designer Job Number : 854.27 Point Happy Bldg. 4 8 5 Checked By: -119's Envelope Joint Displacements Joint Label X Translate Y Translate Z Translate X Rotate Y Rotate Z Rotate In Lc In Lc In Lc radians Lc radians Lc radians Lc N1 I maxi 0.000 1 5 1 0.000 1 5 ' 0.000 1 1 0.000 1 0.000 1 0.000 2 1. 1 5 min 1 0.000 1 2 1 0.000 i 2 1 0.000 1 1 01.000 1 0.:000 1 .0.000. 5 N2 I max ; 0.198 1 5' -0.001 5 0.000 1 1 0.000 1 1 0.000 1 1 1 0.002 2 2 3.. min -0.202 1 2 1 =0.008 2 0.000. 1 1 0.000 1 1 0:000 1 1. -0:002'- 5 N3 max 0.324 1 5 1 0 5 i 0.000 1 i 0.000 1 1 0.000 1 1 0.001 4 min -0.331 1 2 -0.009 1 2 1 0.000 1 .0:000 1. 0:000 1 =0:001-. 2 N4 I max i 0.325 5 1 0 4 1 0.000 1 0.000 i 1 0.000 1 0.001 1 2 min -0.333 12 1 -0:004 3 1 0.000 1 0.000 1 "0-00.0 1 1.:. . -.0;00:1:. 5 N5 max 0.198 5 0 ! 4 1 0.000 1 0.000 71 0.000 1 0.002 2 min 1 -0.202 1 2 -0.003 1 3 I 0.000, 1 0.000.1 1 -0.000 1.'. ...>.=0:002:.. .5 N6 I max: 0.000 1 3 1 0.000 1 4 I 0.000 1 1 0.000 1 0.000 1 0.000 2 min i 0.000 1 4 1 0.000 1 3 0.000. 1. 1 0.000 1 0.000 1... -0.000. '1...3:.. .2. Envelope Reactions Joint Label X Force Y Force Z Force X Moment Y Moment Z Moment K . Lc K Lc K Lc(K-ft) Lc(K-ft) Lc(K-ft) Lc N1 max i 1.581 2 1 14.971 1 2 NC NC I NC 13.734 5 min 1 -1.543 5 1 1.179 1 5 NC NC :NC: :=:]4:1 2 .. N6 maxi 1.525 14 6.378 i 3 NC NC NC 1 13.843 1 3 min 1 -1.567 1 3.. -'0:546 1 4 .. NC' NC 1 1. - NC. 43:776. :2 Reaction Totals: max 1 min 1 3.1 -3.1 2 3.. 15.789 6.182 1 2 1 1 5 1. 0.000 1 0.000. 1 1 -1.602 2 0 1 1 Material Takeoff, LC 1 : D+L Section Set Database Shape Total Length Total Weight Envelope Member Section Forces Member Label Section Axial Lc Shear y -y Lc Shear z -z Lc Torque Lc Moment y -y Lc Moment z -z Lc (K) (K) ' (Kl (K -ft) (K -ft) (K -ft) M1 M2 1 max 14.971 2 1.545 1 5 0 1 0 1 1 0 1 13.734 5 min 1.179 5 -1.602 2 0 1 0 1 1` 0 1 -14.1 2 2 max 14.842 1 2 1.545 5 0 1 0 1 0 1 9.1 5 min 1 1.118 5 1 -1.602 2 0 1 1 0 1 0 1 -9.294 2 3 max 14.714 2 1 1.545 5 0 1 0 1 1 0 1 4.465 5 . min 1.056 5 -1.602 1 2 0 1 0 1 0 1 -4.487 2 4 max 14.586 2 1.545 5 0 1 0 1 0 1 0.319 2 min 0.995 5 -1.602 2 0 1 0 1 i 0 1 -0.169 5 5 max 14.458 2 1.545 5 0 1 0 1 0 1 5.126 2 min 0.934 5 -1.602 2 0 1 0 1 0 1 -4.803 5 1 max 3.634 2 1:425 1 5 0 1.; 0 :1 '.0: 1 min -0.646 5 -1.841 2 0 1 0 :1- 0 1 `: .14:1'87:.:: .2. 2 Tj�ax3.564 2 1.425 5 A. 1 0. 1 0 . :1::: ;::0:7531 .5 min -0:68 5 -1:841 '2 0 1 0 1 0 1":.` .3 ..1 max 3:495. 2 :.. 1:425 5 -0.1 0 1' 0 min -0.713 5- -1.841 2 0 10 -1 A. 4 ImaxI 3:425 2 1.425 5 0 1 0 1 0 1 1: RISA -3D Version 4 [D:\1-DATA\Frames\B854-274.R3D] Page 1 Company December 12, 2000 Designer Job Number : 854.27 Point Happy Bldg. 4 & 5 Checked By: t �� Envelope Member Section Forces, (continued) Member Label Section Axial Lc Shear y -y Lc Shear z -z Lc Torque Lc Moment y -y Lc Moment z -z Lc (K) (K) (K) (K -ft) (K -ft) (K -ft) M3 M4 M5 M6 Envelope Member Section Stresses Member Label Section Axial Shear y -y Shear z -z Bending y -top Bending y -bot Bending z -top Bending z -bot (KO I r (Ksil Lc (Ksil Lc (Ksi) Lc (Ksil Lc (Ksi) Lc (Ksi) Lc I M1 1 Imaxi min ! -0.746 1 5 1 -1.841 12 0 '0 ! 1 0 i 1 1 0 1 ,3:88_. :..,5 :: 5 max 1 3.356 1 2 1 1.425 1 5 1 0 ! 1 0 410. -5.21 1. 7.776. 2 0 min 1 -0.779 1 5 1 -1.841 1 2 1 .0 1 1 0" . 1 0 1- -6..197' 1 :5 1 max 1 1.835 ! 2 1 2.278 2 1 0 1 1 0 1 1 1 0 i 11 7.776 1 2 0 min i -1.427 5 1 -1.185 5 1 0 . 1 0 . 1 1 0 1 -6.197 1 5 2 1 max 1 1.835 i 2. 1 1.934 1 2 1 0 1 0 1 1 0 i 1 3.131 4 -1.658 min -1.427 1 5 -1.31 5 0 1 0 1 1 0 1 1 -3.523 3 3 max; 1.835 2 i 1.471 4 1 0 € 1 0 1 1 i 0 1 1 -0.273 1 5 min! -1.427 i 5 -1.479 3 1 0 1 1 0 1 1 0 1 -0.851 1 1 4 max: 1.835 1 2 1.198 4 1 0 1 101 0 1 3.24 ' S min ! -1.427 5 -1.836 3 0 1 0 1 0 1 1 1 -3.601 2 5 max i 1.835 2 0.993 4 0 1 1 0 1 1 0 1 1 7.58 3 min i -1.427 5 1 -2.1 3 1 0 ! 1 1 0 1 1 0 1 -5.939 4 1 Imaxi 2.91.5 3 1 1.378 4 0. 1 1 0 1: :0.: I1. :5.9.39:.. 4 min ! -0.325 4 1 -1.792 1 3 0 1. 0 t T 0 .. 1 :: : =7.58' :2 _max! 2.963 1 3 1 1.378 1 4 0 1 0 i 1 0: 1 3:699 4 min i -0:27 1 4' -1.792 3 0 i 1. 0 i 1 0 .1'. °,x:668.. = '::3_:` 3 max 1 3.01 -1:3.1 1.378 4 0 11.... 0 V.0 V 1:459. 1.4 mina -0.215 4 I- -1.7.92` 3 0 1 0 V 0_ 1:_` -:1.757::.::3 4. max.'; 3:058 3-1. 1.378 4 0 1 0 1 .0. 1;: 1.155 3.; min 1 -0:16 4 1 -1.7.92 3. 0. tl 0. 1 1. :0.:.. .1,;•: ;. -0::78. 5> max `3.106 3 1.378: 4 0.. 1 - 0: 11. ` . .. 0.'. min -0.106 4:1 -1.792 3 0 0 11 0.-3s02� A4 1 maxi 6.024 3 1 1.524 4 1 0 1 0 1 1 0 1 4.543 4 min i -0.95 4 1 -1.576 3 1 0 ! 1 1 0 1 1 1 0 1 -5.068 3 2 max 1 6.112 1 3 1 1.524 4 0 i 1 0 1 1 1 0 1 -0.03 4 min ; -0.849 1 4 1 -1.576 3 0 1 0 1 1 1 0 1 -0.34 1 3 3 max 1 6.201 1 3 1 1.524 4 0 i 1 1 0 1 1 1 0 1 1 4.429 1 5 min 1 -0.748 4 1 -1.576 3 0 1 1 0 1 1 1 0 1 1 -4.66 1 2 4 max 1 6.289 3 1 1.524 4 0 1 1 0 1 1 1 0 1 9.119 5 min 1 -0.647 4 1 -1.576 3 0 1 0 1 1 1 0 1 -9.218 2 5 maxi 6.378 3 1 1.524 4 0 1 0 i 1 1 0 1 13.843 3 min I -0.546 4 1 -1.576 3 0 1 0 1 1 0 1 -13.776 2 1 1 max ' -0:117 5 2:572 2 0. 1. 0 1 0 1. 9:3:1:3' '. min 1 -0.266 11 -1.541 5 0 ! 1 0 1. 0 1.. : TT8.72 ..' : '5:: 2 max 1 -0:117 1 5 2.205 2 0 I '1 0 �1 .0 - . 3;997 `4':_ min 1 4.266 1 -1.695 5 0 1. 0 ! 1 0 1 4:303.. 3.: 3 max I =0:117 5 1.839 4. 0 1 0' i .1 . 0 1 -0:244 5 :;. min i -0:266 1 -1.857 3 0 1 .. 0: I '1... 0 1::..; =0:609.<_ 4 max -0.117 5 1.586 4 0' 1 0 T 0. V.: .::4:091:' ... min 4.266 1 -2.124 3. 0.... .. .1.. 0. :1:...:.-0:: .. 1;::.:.1:332`.::.:2.; 5 max -0A.1 7 .. 5. .. 1:332_ 4 . 0 .... `1 0 9:134`: min -0:266 1 91 3 0 1., .. 0 : .. .. 1 F0 ::;::' -.1 : :'.=7.563:,. 44-1 Envelope Member Section Stresses Member Label Section Axial Shear y -y Shear z -z Bending y -top Bending y -bot Bending z -top Bending z -bot (KO I r (Ksil Lc (Ksil Lc (Ksi) Lc (Ksil Lc (Ksi) Lc (Ksi) Lc I M1 1 Imaxi 1.693 2 0.59 1 5 0 1 1 5.21 1 2 5.075 5 0 1 0 1 i min 1 0.133 5 -0.612 1 2 0 1 1 E-5.075 1 5 -5.21 2 0 1 0 1 2 max ' 1.679 1 2 0.59 i 5 0 1 1 3.434 1 2 3.363 5 0 1 0 1 min 1 0.126 1 5 -0.612 1 2 0 1 -3.363 1 5 -3.434 2 0 1 0 1 3max i 1.665 1 2 0.59 i 5 0 1 1.658 1 2 1 1.65 5 0 1 0 1 min 1 0.119 1 5 1 -0.612 1 2 1 0 1 1 1 -1.65 ! 5 -1.658 2 0 1 0 1 RISA -3D Version 4 [D:\1-DATA\Frames\6854-274.R3D] Page 2 N Company December 12, 2000 Designer Job Number 854.27 Point Happy Bldg. 4 & 5 Checked By: PIS - Member Stresses, (continued) Member Label Section Axial Shear y -y Shear z -z Bending y -top Bending y -bot Bending z -top Bending z -bot IV -A I Aee;% I r lve;% I , !Keil I r fl<Qil I P /Kcil I P (Keil I r I M2 F_ M3 M4 f- M5 4 Imax i 1.65 i 2' 0.59 5 '0 1 1 1 6.062 1 5 1 6.118 1 2 0 i 1 0 1 1 min 1 0.113 5 1 -0.612 2 0 1 1 1 -0.118 1 2 1 -0.062 1 5 0 1 1 0 5 Imax! 1.636 2! 0.59 5 0 1 1 1.775 1 5 1 1.894 1 2 0 1 1 0 1 min 1 0.106 1 5 1 -0.612 2 0 1 1 -1.894 1 2 1 -1.775 5 1 0 1 Imax l 0.411 2 1 0.545 5 1 0 1 1 1.547 1 2 1 1.134 1 5'.. 0 1. 1--: -.-0, I min 1 -0.073 1 5 1 -0.703 1 2 ..0 1 1 -1,134 1 5 1 -1.547, 1'-2.'* 0 1: Ll-. -.0. 2 max 0.403 1 2 1 0.545 5 0 1 - 0.442' 1 2 1 0L278 1 5- 0 1 1- :0. min -0.077 5 1 -0.703 1 .2 0 1, =0.278 1 5 1 -0.442" * 2 0 'O. 3 max 0.395 1 2 1 0:545 5 1 0 1 1 -0:578 1 5 1 0.663. 2 -0- I'l- min -0.081 145.1 -Olff 1'2 0 1 .--40*.663.'1 2 1 -:04678, %54- 0 1. -4 max..: .0.387 ! 2 0.545 *1 5 0' 1 .1'' 1.-434-'-41 .5 1:768-: .'2.-- 0... 11 min -0:084 i 5 1 .-0.703.1 2 I 0 1.1--1:768:1 2 =1:434.:5: 0- 1.T4. 5 max -0.38 1 2 1 '0.545 1 5 0 1 1.....2.25. 5.., *.2:874-.2 0 :0:: 1 -min.: -0'088 1 5. 1 -0.703 .1 2 1 0 2.8741 21 4 -2 59- ':: 0 j:-J.:.....O '_- 4 .1--, 1 Imax I 0.455:2 1 1.46 i 2 1 0 1 1 1 6.995 58.778 8.778 2 1 0 i 1 0 1 1 1 min 1 -0.354 5 1-0.76 1 5 1 0 1 1 -8.778 - 2 -6.995 F 5 1 0 i 1 0 1 1 2 Imax l 0.455 i 2 1 1.24 i 2 1 0 1 1 3.976 1 3 1 3.534 1 4 0 1 1 0 1 i min 1 -0.354 5 1 -0,839 1 5 1 0 1 -3.534 1 4.1 -3,976 1 3 0 1 0 1 3 1 max 0.455 2' 0.943 1 4 i 0 1 1 0.961 1 1 -0.308 1 5 0 1 1 0 1 1 min -0.354 1 5 1 -0.948 1 3 1 0 1 0.308 1 5 -0.961 1 1 1 0 i 1 0 1 1- 4 1 max 0.455 i 2 0.768 1 4 0 1 4.065 1 2 3.658 1 5 1 0 1 1 0 1 1 min 1 -0.354 1 5 -1.177 1 3 0 1 1 -3.658 1 5 -4.065 2 1 0 1 1 0 1 max 0.455 i 2 0.637 1 4 0 1 6.704 4 8.556 3 0 1 1 0 1 -5 min -0.354 1 5 -1.346 1 3 0 1 -8.556 3 -6.704 1 4 0 1 0 1 max 0.33 1 3 0.527 1 4 1.. 0 1' 2.801 1 .3- 1* 2.41.95 4:.. :04 1:4T'4%,..'0.*.-': min. -0.037 14 -0.685 30. 1 . --;2.'1-95- 4-41801. 4.4' 3 0 2 max 0.335 13 0.527 4 0 1:- 1::225 :1 -3: 1367 .4 :. 0: min, -0.031 1 4 1.-:0.685 3 0 4- -.725 34 0.: 3 max 0.341 1 3 1 :0.527 4 0.. 1 :0.64 3-. 4 -0�.539: 4- .0 .min -0.024 14 1.-0.685 13.1 0 1 '-0.'539 -.4 --0.-6491 3 -0 4 max 0.346 3 .0.527 1 4 0 _1 "0.2-88 4: 0.427 '3 0-'> min -0.018 4 L-0:685' 1 31 0. 1, '-�O'.427 3.- 44 0: 9 .5. max, 0';351 3 41 :0.527 .1 4 11 1'.116 4 1"503 .31 .0, :.1 min! -010111 -1.-0.685 1 3 1'.' T 1 -1.1716 4':- O� I-1,:1, 1• 1 max 1 0.681 1 3 1 0.582 1 4 0 1 1 1.873 3j jj3 � 4 0 0 1 1 min 1 -0.108 1 4 1 -0.602 1 3 1 0 1 1 -1.679 _1.6 .873 3 0 1 0 1 max 1 0.691 3 1 0.582 1 4 0 1 1 1 0.126 3 1 -0.011 4 1 0 1 1 0 111 -2 min 1 -0.096 1 4 1 -0.602 1 3 1 0 1 1 0.011 4 -0.126 3 1 0 i 1 0 1 max 1 0.701 1 3 1 0.582 1 4 1 0 1 1 1 1.722 2 1.637 5 0 1 0 1 -3 min -0.085 4 -0.602 1 3 0 1 1 -1.637 5 -1.722 2 0 1 1 0 1 4 1 max 0.711 3 0.582 4 0 1 3.406 2 3.37 5 0 1 1 0 1 min -0.073 1 4 1 -0.602 1 3 1 0 1 1 -3.37 1 5 -3.406 2 0 1 1 0 1 max 1 0.721 1 3 1 0.582 1 4 0 1 1 5.09 2 , 5.116 3 0 1 1 0 1 -5 min 1 -0.062 1 4 1 -0.602 3 1 0 1 1 -5.116 3 1 -5.09 2 0 i 1 0 1 max -0:029 145-1 .1.648-'' .2 1 ' 0 j" 5- -1 .10.512. '_ ", .0" t %....... -..: ... ... - � 0, A_ min-* -00:066 1 J:z'-'O.'988:.'I `5T.'. -0 1.: 1.-10: 5.12': -.'2 . -818861'- 5, ...:0:1.:;- ':T:*" 1_.. -'-.'a0 2 :rn6x: -0.'029. -:5 174-413 1' -2 .0 1: ' 4 -'1857 ` 3:..:4.512` 44' ;0-:--.-'. 0' min; -0.066 1. 1 =4;:087 15 1 0 1' 5 1'. 64:12 4'- 4.7857 3'' :0:--.;.w-�:- 3 max - -'0.029 5.1 1'.1179 4 0' 1 '0M7 42. '..:0275 :5 .04 min. A.066, 1 1 :3- 1' 0 1. 1:0.275 .5 .2. :0'- 1 1-:, 4 max -0.029 5 1.0.16 4.1. 0 1. A&g -5- .0 T1 .....0 .... .. I.. min :6.066 1 -1.43R� �O I 1. 4*461&;- '-5. 4:89. - 2.1 5 1 max -0'029 1 5 � jO54 1 4 1- 0 1' 1 t 8.4537. -4 -10311". .3 1 1 ... `1_4- # I min, -0.066 1 1 1 .-1.533.1 3 1 o- 1-10:311 43. -8.537 41 -4 ` � 'T RISA -3D Version 4 [DA1-DATA\Frames\6854-274.R3D] Page 3 Company December 12, 2000 Designer Job Number : 854.27 Point Happy Bldg. 4 & 5 Checked By: 1 iv Member Deflection Member Label Section x -Translate Lc y -Translate Lc z -Translate Lc x -Rotate Lc (n) Uy Ratio Lc (n) Uz Ratio Lc M2 ' M3 M4 M5 C I I NC 2 1 max 1 0 1 5 1 0.022 1 2 1 0 1 0 1 16639.539 2 NC I min 1 -0.002 1 2 1 -0.021 5 1 0 1 0 1 16814,555 5 1 NC 3 max ' 0 i 5 1 0.073 2 0 i 1 10 1 1 11980.9091 2 1 C min 1 0.004 1 2 1 -0.071 ! 5 i 0 1 1 0 1 1 1 2029.061 1 5 NC 4 1 max i 0 1 5 0.138 1 2 0 1 1 0 1 11044.5771 2 NC min 1 -0.006 1 2 1 -0.135 i 5 0 1 0 1 1 1067.5131 5 NC 5 1 max 1 -0.001 71 5 0.202 1 2! 0 1 1 0 1 1 1 712.84 1 2, NC I min 1 -0.008 i 2 1 -0.198 5 1 0 ! 1 0 1 1 726.231 1 5 NC 1 Imaxi -0:001 5 0:202 12. 1 0 1: 0 :1 NC- C in. in. =0.008 2 . -0:198 i .5 .0 1- 0 -;1 2 max. -0:00:1 15 0.:235 i .2. ` 0 1. 0. 1: T NC NC min -0.009. 2' -0:231 5 0 -:1:. 0 .. 1. ::;.•_ :NG 3 max l . 0 ! 5 0:27 12 0' 1 0 1° > -NC . min -0.009 1 2. 7-0.264 5 0 11 0 1 ' : NC NC -- 4 I max 0 1 5' 0:303 1 2 0 1 1 0. 1`:.° NG. NC:: min 1 -0:009 1 2 -0.296 ' 5 0 . 1 0 11-: ..-NC.. NC::, 5 max 0 5 0.331 2. 0 1 0 1:.:. NC NC`':. min -0:009 2 -0.324 5 0 1 1:: 0 1 :: NC: NO, 1 ImaxI 0.324 5 1 0 . 5 0 1 0 1 NC I NC min -0.331 2 1 -0.009 1 2 1 0 1 1 0 1 NC NC 2 max 0.324 1 5 0.004 1 4 1 0 1 1 0 1 NC NC min 1 -0.332 1 2 -0.018 1 3 1 0 1 0 1 7482.015 3 NC 3 max 1 .325 1 5 -0.004 5 0 1 0 1 NC NC min 1 -0.332 1 2 1 -0.012 2 0 1 0 1 NC NC 4 max 0.325 1 5 1 0.008 1 5 0 1 1 0 1 NC NC min -0.332 2 1 -0.018 1 2 0 1 1 0 1 6904.552 2 NC 5 max 0.325 5 1 0 1 4 0 ` 1 0 1 NC NC min 1 -0.333 2 1 -0.004 1 3 0 1 0 1 NC NC 1. lmaxl 0.004 3 0.333 2.. 0 1 0 1 NC:. 14c.- min 0 4. -0.325 5 1. 0.- 1 1. 0 1:..: _ :::NC.:: .;NG;_:.. 2 0.004 3` '0.303 2 0 1 0 0' 4 . =0:297 5 0 ::: ` 1 0. - ` :1:: ' NG= : , .';NG :` .. ... :. 3•' Eax : 0:00.4. .I 3. '0:27 2' � 0 Y' .: 0 1... NC -:,NG.: 0.. 1 4:. -0:265: 5 0 1:_ 0'. ::1 .:... NC•:._ .: .: = : =..NC 4.:max 0:004 :3-..l 0:235 2''.. 0: 1- 0. 1-: :NG min: '0 4. -0:231 5..-;.' 0'1: .. 0_ 5: max 0.003 3. 0:2Q2 2.: 0 : _ ::1_: .: 0.:.;.:,::;';:=1_'; ;NC::: ; ::...:.:: "-NG min' 0 4>% -0.198.:.0 p. _:.: -1.::: 0;-,.-:-" 1 max 1 0.003 1 3 0.202 1 2 0 1 1 0 1 713.666 2 NC I min 1 0 1 4 -0.198 5 0 1 0 1 725.836 5 NC 2 lmaxl 0.003 1 3 0.136 2 0 1 0 1 1055.172 2 NC min 1 0 4 -0.135 5 0 1 0 1 1064.822 5 NC 3 1 max 0.002 3 0.071 2 0 1 0 1 2014.324 2 NC min 0 1 4 1 -0.071 3 1 0 1 0 1 2018.509 3 NC 4 max 0.001 1 3 1 0.021 2 1 0 1 0 1 6790.835 2 NC min 0 4 1 -0.021 3 1 0 1 0 1 16763.009 3 NC 5 max 1 0 1 1 0 1 1 0 1 0 1 1 NC NC min 0 1 1 0 1 1 0-11 0 1 NC NC 1 max 0.198 5 -0.001 1 5 0... 1 0 .1.. 'NC - NC min 0.202 -0.202 2 .. -0.008 2. 2 max 0.198 5 0.008 4 0: 1 0 1 :8676:884: 4". RISA -3D Version 4 [D:\1-DATA\Frames\B854-274.R3D] Page 4 Company December 12, 2000 Designer Job Number 854.27 Point Happy Bldg. 4 & 5 Checked By: 111-71 Member Deflections, (continued) Member Label Section x -Translate Lc x -Translate Lc x -Translate Lc x -Rotate Lc (n) Uy Ratio Lc (n) L/z Ratio Lc fInI (InI (In% frndinncl I 0'--�- 1 1-.'.':65887764 ":3- '.NC, I mine -0.-202,"*' 2..'' 0:019 . 3- 0.... 1 13.652 1 54.188 1 43.35 H1-1 3 1 max. 1 0.,198 1 5. '0.:003.. 1 -5- .0 1-: 0.: 1 NC- H1`;2":. -.i I min '0:202 1 2 -0*.:009 1 2 0. -1. 0-.. i- I. -NC- IM-- 1 4 1 max .0.498 1 5. �.O. G1.1 1 5 0 1 .0 .. i T :9018:006 �5 NG. min -0.202- 2 -�0;01 9 1 2 0. -1 �Q I `6284.042' -2- .-NC"'.. 5 i 'max 1 0 1981 T —5 0'.. 1 4. 0 .1 71 01:.. 1 - I NC 1. � % --.:NC' -- 1 min I -0:2021 2 -0.'003- 1 3 1 0' 1 1 1 0. 1 - .NC-: 'Nt.-tj'�, .1 Envelope Member RISC ASD 9th Code Checks Member Label Code Chk Loc Shear Chk Loc Dir Fa Fb y -y Fb z -z ASD Eqn. 1;:f% I P 19:0 1 r 11<Qi) Weil !Keil RISA -3D Version 4 [D:\I-DATA\Frames\6854-274.R3D] Page 5 0.227 i 0 2 0.021 0 y 2 13.652 1 54.188 1 43.35 H1-1 --7 M2. 1 0.075.1 65- 2 - -0.,024 0 y.,2 30-;'76:.. .54'-.--'l-'88:43-.35. H1`;2":. -.i M3 1 0.233 1 0 2 0.051 0 y 2 7.541 54.188 43.35 H1-1 M. F-0.072 0 `3 '.0.024 .0 3..'- 30.76:1 M5 i 0.154 12 3 0.021 0 y 3 13.652 54.188 43.35 H 1 M6 T—n 244 i 0 2 0.057 1. 0 y 1 2-1: 7:541- 541488 4335 ".H21'. RISA -3D Version 4 [D:\I-DATA\Frames\6854-274.R3D] Page 5 Company 0.449 0 0.058 0 December 12, 2000 Designer 43.35 H1-1 M2 0.182 �� $ Job Number : 854.27 y 1 30.76 Point Happy Bldg. 4 & 5 4135 Checked By: Member AISC ASD 9th Code Checks, LC 6 : 1.2d+0.5L+2.8Eh 0.586 0 Member Label Code Chk Loc Shear Chk Loc Dir Fa Fb y -y Fb z -z ASD Eqn. M4 0.156 Ft Ft) (Ksi) (Ksi) (Ksi 54:"8843:35 H21 M5 0.34412 0.057 0 M1 0.449 0 0.058 0 13.652 54.188 43.35 H1-1 M2 0.182 6:5 0:06 0 y 1 30.76 54:188 1 4135 M3 0.586 0 0.107 0 Y 7.541 54.188 43.35 H1-1 M4 0.156 0 0:054 0 30.76 54:"8843:35 H21 M5 0.34412 0.057 0 13.652 54.188 43.35 H2-1 M6 .0:63 0 01129 0' Y. 1 7:541 54.:188 4335 H2=1 RISA -3D Version 4 [D:\1-DATA\Frames\B854-274.R3D] Page 1 Company December 12, 2000 Designer Job Number 854.27 Point Happy Bldg. 4 & 5 Checked By:'1119 Member AISC ASD 9th Code Checks, 'LC 7: 0.9D-2.8Eh Member Label Code Chk Loc Shear Chk LOC Dir Fa Fb y -y Fb z -z ASID Eqn. 1C#% 194% Mail IKQA !Keil M1 0.338 0 0.058 1 0 y 13.652 54.188 43.35 2-1 M2 0-.-162 6.5 0!055 .0 y 30;76 1 '54.'1;88- :43.35 lH2!;:1':.. M3 0.524 9 0.1 9 7.541 1 54.188 43.35 H2-1 M4 0.177 0 0'.06 1 —Y 0 .3076. .54,".188 4335 AT -.2 M5 1 0.378 12 0.058 11 0 1 13.652 54.188 43.35 H1-1 M6 0.623. 9 0.124 9 7.541 .541.88 1 4335 -H2=9:.. RISA -3D Version 4 [D:\1-DATA\Frames\B854-274.R3D] Page 1 Company December 12, 2000 Designer Job Number : 854.27 Point Happy Bldg. 4 & 5 Checked By: 7-410 Reactions, LC 8: 1.OD+1.OEh Joint Label X Force Y Force Z Force X Moment Y Moment Z Moment Center of Gravity Coords (X,Y,Z) (Ft) : 1 2.443 1 13.127 1 0.000 RISA -3D Version 4 [D:\1-DATATrames\B854-274.R3D) Page 1 Company December 12, 2000 Designer Sol Job Number : 854.27 Point Happy Bldg. 4 & 5 Checked By. - Reactions, LC 9: D Joint Label X Force Y Force Z Force X Moment Y Moment Z Moment Center of Gravity Coords (X,Y,Z) (Ft) : 2.443 13.127 0.000771 RISA -3D Version 4 [D\1-DATA\Frames\B854-274.R3D] Page 1 Company December 12, 2000 Designer Job Number : 854.27 Point Happy Bldg. 4 & 5 Checked By: So -L, Reactions, LC 10: L Joint Label ' X Force Y Force Z Force X Moment Y Moment Z Moment Center of Gravity Coords (X,Y,Z) (Ft) : 1.945 1 13.952 1 0.000 RISA -3D Version 4 [D:\1-DATA\Frames\6854-274.R3D] Page 1 J Company December 12, 2000 Designer Job Number : 854.27 Point Happy Bldg. 4 & 5 Checked By: 'Zo Reactions. LC 11 : Eh/1.4 Joint Label X Force Y Force Z Force X Moment Y Moment Z Moment Center of Gravity Coords (X,Y,Z) : No Calculation RISA -3D Version 4 [D:\1-DATA\Frames\6854-274.R3D] Page 1 DESIGN OF REDUCED BEAM SECTION FRAME 4 -lower IN ACCORDANCE WITH: 1997 SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS INTERIM GUIDELINES ADVISORY NO. 1 FEMA 267-B R . redus of an . =br°f x a=(.5 to .75) bf b=(.65 to .85) del c=<.2 bf Fig. 3 Geometry of Radius Cut RBS BEAM 1 SIDE STORY HEIGHT ABV= 6.5 FT STORY HEIGHT BLW= 12 FT BEAM LENGTH= 9 .FT WDL= 0.087 k/ft WLL= 0.040 k/ft 1.2D+.5L=• 0.0104 k!n BEAM USED W8x18 db = 8.14 in. bfb = 5.25 in. tfb = 0.33 in. twb = 0.230 in. L - dst.na between column ast.rlioss Fig. 4 Typical Moment Frame Beam with RBS Connections BASE FIXED = y 0.00725 Min 0.003333333 krin COLUMN USED (IF NONE ENTER "NONE") ABOVE i6imilill at NONE w10x30 do = 0.00 in. 10.47 in. bfc = 0.00 in. 5.81 in. tfc = 0.00 in. 0.51 in. twc = 0.000 in. 1 L - dst.na between column ast.rlioss Fig. 4 Typical Moment Frame Beam with RBS Connections BASE FIXED = y 0.00725 Min 0.003333333 krin COLUMN USED (IF NONE ENTER "NONE") ABOVE BELOW d NONE w10x30 do = 0.00 in. 10.47 in. bfc = 0.00 in. 5.81 in. tfc = 0.00 in. 0.51 in. twc = 0.000 in. 0.300 in. Zb = 17 in."3 Zc = 0 in ^3 36.6 in.^3 fa= 1 KSI STEP 1 CHOOSE TRAIL VALUES OF a,b,c a= min= 2.625 max= 3.9375 b= min 5.291 max= 6.919 C= min= 0.7875 max= 1.05 use 3.28125 3.25 use 6.105 6 use 0.91875 1 W" ft -P hese w, A.A r no. mw 0 STEP 2 COMPUTE PLASTIC SECTION MODULUS AT THE MIMIMUM SECTION OF RBS ZRBS =Zb-2c tf (d-tf)= 11.8454 in3 FP 3 ESTABLISH THE EXPECTED YIELD STRESS OF THE BEAM FOR A572 FG 50 STEEL RY=1.1 FyE= Ry Fy= 1.1 X 50= 55 KSI STEP 4 COMPUTE MAXIMUM MOMENT EXPECTED AT CENTER OF THE RBS MRBs= 1.15 ZRBs FYE= 749.22 KIP -IN STEP 5 COMPUTE THE SHEAR FORCE AT THE CENTER OF THE RBS CUTS AT EACH END OF THE BEAM L'= THE DISTANCE TO CENTERLINE OF THE RBS CUTS= U=L-dc-2(a+b/2)= 85.03 IN and VRBs=(2MRBs/L)+ (wL'/2)= 18.06 K VRBs=(2MRBs/L)- (wL72)= 17.18 K EP6• COMPUTE MAXIMUM MOMENT EXPECTED AT THE FACE OF THE COLUMN Mf= MRBs + VRBs (a+b/2)= 862.12 KIP -IN F RBS Mf MI � ��VRBSMRBS 4+ 2 STEP 7 COMPUTE THE PLASTIC MOMENT OF THE BEAM BASED UPON THE EXPECTED YIELD STRESS MPE= Zb FYE = 935 KIP -IN STEP 8 CHECK THAT MF IS IN THE RANGE OF 85% TO 100% OF MPE W MPE= 862.12, 92.21% < 100% OK 935 THEREFORE PRELIMINARY DIMENSIONS ARE OK a= 3.25 b= 6 c= 1 STEP 9 CHECK STRONG 1COLUMN WEAK BEAM REQUIREMENTS fJ �Zc(Fx_ >1.0 I M, where: 7, = plastic section modulus of the column section above and below the connection Fx = minimum specified yield stress of the column fa = axial stress in the column above and below the connection FMc = sum of the column moments at the top and bottom of the panel zone corresponding to the development of MRes at the center of the RBS cuts in the attached beams where: Mss+(VPM+V'R=Ot+a+2} V, 11 Ma = Vc h, (12) Mcbs Vchb (13) Mc = M"+ Mb (14) where: Vc = shear force in the columns above and below the cozutection Mc, = column moment immediately above connection Mcb = column moment immediately below connection h, = distance from top of beam to point of inflection in the column above the connection hb = distance from bottom of beam to point of inflection in the column below the connection db = depth of beam all other variables as previously defined 2 Vc= 17.146238 K McT=Vc h,= 598.918102 KIP -IN Mcb=Vc hb= 1164.74396 KIP -IN SUM Mc= 1763.66207 KIP -IN +c- t ve t M db Mp96 paSbass a (W) do a, (b/2) F,Z,(FX — f.) _ Mc 1.02 > 1.0 O.K. STEP 10 CHECK COLUMN PANEL ZONE ZCi7 r 0095 VPZ = — OAV, (ls) d b IMS=M�+Mj (16) `l Mf = MXW +V�(a+ Z/ (17) where: Vpz = panel zone shear force corresponding to the development of 80 pcmeot of the maximum expected column face moments Mj = maximum moment expected at the face of the column. calculated according to E4.7 M j = maximum moment expected at opposite column face THE PANEL ZONE SHEAR IS AS FOLLOWS: Mf__ 862.12 KIP -IN M, f__ 0 KIP -IN SUM Mf__ 862.12 KIP -IN W/OUT PLUG WELDS ATTACHING VPz= 88.6788529 K DOUBLER TO WEB MIN. THICKNESS OF WEB 8t THE STRENGTH OF THE PANEL ZONE IS CALCULATED AS FOLLOWS: DOUBLERS = t • t > (dz+wz)/90 = 0.188 in. twc = 0.300 in. O.K. V = OSSFxde 1.+ d d t beJ t= total thickness of panel zone including doubler plates= 0.3 IN thickness of doubler plates if needed= 0 IN V= 101.69352 KIPS > 88.67885 O.K. W/OUT DOUBLER PLATES V= 101.69352 KIPS > 88.67885 O.K. W/DOUBLER PLATES ADD 0.000 IN THK DOUBLER PLATES IF REQUIRED '98.1,.10 WAY a tuoluea 9o" OVM- ov '610 oS• N sm.0 09 Itttl to to UA7 At PSM W Item tWorgtlt :SON• SAOOA 9v W3 :1,0194 Ilv sr .c .c .rz t6VWU MOMS a Itllutd PW�fl Moms Owe It tnl0ttl'.TiC tat•v y 6ulplta OFe�t C) utum tltld dtuS tots pu ttountl •n•e (wig UsY) no totlttl if=►1,M pt►»dtul Out OtuHp It low tan 10193124" Ao wtta Put tanloa of.lad to tolptuum Ott cold t0120 -0 • • -Nu au unto dr310101431184 to uutt of Ow spoof tolWto Sol ttteEtOt to was •tae (9Cv) o9tt9CM 91,15 U M100 of ho'n'e OIoM tall PISS t110Wit umusi of na we Inoav �ttpuwut8 s0z TV130 3-ld V4VX3 DESIGN OF REDUCED BEAM SECTION FRAME 4 -upper IN ACCORDANCE WITH: 1997 SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS INTERIM GUIDELINES ADVISORY NO. 1 FEMA 267-B R . re" of CZA . 4C'. E' a=(.5 to .75) bf ` b=(.65 to .85) d 1°. c=<.2 bf lr I 1 Fig. 3 Geometry of Radius Cut RBS • t . diiUno NNW Co10l11 C"WINwt ■■nu■OMMENEEM aNN■,r��t��e�t��ttlteete�'_ 1 SIDE Fig. 4 Typical Moment Frame Beam with RBS Connections STORY HEIGHT ABV= 0 FT a STORY HEIGHT BLW= 6.5 FT BASE FIXED = y • t . diiUno NNW Co10l11 C"WINwt BEAM 1 SIDE Fig. 4 Typical Moment Frame Beam with RBS Connections STORY HEIGHT ABV= 0 FT a STORY HEIGHT BLW= 6.5 FT BASE FIXED = y 1 BEAM LENGTH= 9 FT WDA= 0.108 k/ft 0.009 k/in 11 Porwm w km SOP wLL= 0.120 k/ft 0.01 k/in d►2 t. 1.2D+.5L= 0.0158 krin BEAM USED COLUMN USED (IF NONE ENTER "NONE") ABOVE BELOW d�2 w8x18 NONE w10x30 cd km R -P db = 8.14 in. do = 0.00 in. 10.47 in. I bfb = 5.25 in. bfc = 0.00 in. 5.81 in. tfb = 0.33 in. tfc = 0.00 in. 0.51 in. twb = 0.230 in. twc = 0.000 in. 0.300 in. Zb = 17 in.^3 Zc = 0 in.^3 36.6 in.^3 fa= 1 KSI STEP 1 CHOOSE TRAIL VALUES OF a,b,c a= min= 2.625 max-- 3.9375 use 3.28125 3.25 b= min= 5.291 max-- 6.919 use 6.105 6 C= min= 0.7875 max-- 1.05 use 0.91875 0.875 ' w STEP 2 Z ► D COMPUTE PLASTIC SECTION MODULUS AT THE MIMIMUM SECTION OF RBS ZRBs =Zb-2c If (d-tf)= 12.489725 in3 :P 3 ESTABLISH THE EXPECTED YIELD STRESS OF THE BEAM FOR A572 FG 50 STEEL RY=1.1 FYE= Ry FY= 1.1 X 50= 55 KSI STEP 4 _ COMPUTE MAXIMUM MOMENT EXPECTED AT CENTER OF THE RBS MRBs= 1.15 ZRBS FYE= 789.98 KIP -IN STEP 5 ''ISP 6 COMPUTE THE SHEAR FORCE AT THE CENTER OF THE RBS CUTS AT EACH END OF THE BEAM L'= THE DISTANCE TO CENTERLINE OF THE RBS CUTS= L'=L-dc-2(a+b/2)= 85.03 1N and VRBs=(2MRBs/L)+ (wL'/2)= 19.25 K VRBs=(2MRBs/L)- (wL'/2)= 17.91 K COMPUTE MAXIMUM MOMENT EXPECTED AT THE FACE OF THE COLUMN Mf= MRBS + VRSs (a+b/2)= 910.31 KIP -IN RBS m1 mI BBS BBS 84� STEP 7 COMPUTE THE PLASTIC MOMENT OF THE BEAM BASED UPON THE EXPECTED YIELD STRESS MPE= Zb FYE, 935 KIP -IN STEP 8 CHECK THAT MF IS IN THE RANGE OF 85% TO 100% OF MPE Md MPE= 910.31 97.36% < 100% OK 935 THEREFORE PREUMINARY DIMENSIONS ARE OK a= 3.25 b= 6 c= 0.875 STEP 9 CHECK STRONG COLUMN WEAK BEAM REQUIREMENTS �z (F,—f.) > 1.0 Z M, where: 7., = plastic section modulus of the column section above and below the connection • Fx minimum specified yield stress of the column axial stress in the column above and below the connection FM, = sum of the column moments at the top and bottom of the panel zone corresponding to the development of MRes at the center of the RBS cuts in the attached beams where: �MR.,+(V,.S+VFW 2`+a+2} V, _ \ (11) h,+db+hb MQ = V� ht (12) Mab = V, hb (13) INC = MC, + MCb (14) where: Vc = shear force in the columns above and below the connection M„ = column moment immediately above connection M,b = column moment immediately below connection h, = distance from top of beam to point of inflection in the column above the connection hb = distance from bottom of beam to point of inflation in the column below the connection db = depth of beam all other variables as previously defined 1 Vc= 31.199558 K McT= Vc ht= 0 KIP -IN Mcb= Vc hb= 1089.80058 KIP -IN SUM MC-- 1089.80058 KIP -IN I Z,(F, -f.) M, 1.65 > M Ras( 1 \\ VRI 1.0 O.K. Z►�1 i e, d M Res b YRss n, a + (b/2) d e a + (W) STEP 10 CHECK COLUMN PANEL ZONE Vpy = 0095 4 b, — OSV, (15) iMf=Mf+mj \ (16) M j MRW + Vj.(o + 2) (17) where: y, panel zone shear fora corresponding to the development of 80 perccot of the maximum expected column face moments Mf = maximum moment expected at the face of the column. calculated according to Eq. 7 pf j maximum moment expected at opposite column face THE PANEL ZONE SHEAR IS AS FOLLOWS: Mf__ 910.31 KIP -IN M, f__ 0 KIP -IN SUM Mf__ 910.31 KIP -IN VPZ 81.3263615 K THE STRENGTH OF THE PANEL ZONE IS CALCULATED AS FOLLOWS: t> d + /90— 0188' ZZ I W/OUT PLUG WELDS ATTACHING DOUBLER TO WEB MIN. THICKNESS OF WEB 8t DOUBLERS = t r (z wz) — m. twc = 0.300 in. O.K. V = OS5Fxd,t� 1.+ d dc t] b L t= total thickness of panel zone including doubler plates= 0.3 IN thickness of doubler plates if needed= 0 IN V= 101.69352 KIPS > 81.32636 O.K. W/OUT DOUBLER PLATES V= 101.69352 KIPS > 81.32636 O.K. W/DOUBLER PLATES ADD 0.000 IN THK DOUBLER PLATES IF REQUIRED '91.0.10 SMY of molm Mev+NINS& av 'd '110 09- to Sol9t 0z 12191 It p NAD jot pelts S4 Nem sopw4391S m"s $AMA 9V O[i :3149411V SGOWU woes 01 lellued pwa dpoa8 Me umnpa IS a+1DsH '.TZC sue-4 91 Oulples V"v of ueuwo sivid dNS SIM 0NA eeoway nd n•1 horsy (09 '19 zlsv) z+=nM • v9padswl out o2121It 21 low Isliv '/otnP4U w wot4 Vws rim" W 9191d p vaanuM o21 ntld N u01u0 • • -Nut 46A m064 dt'o sol lwllp04 21 sues of out spec" tolNwt 101 el"beos 14 Nem OM4 • • (9CV) 09t=9CM 9tlS wmnito M J" 'fl'9 oISM ('S'8) .9 = .l i 1401 VISA tsoa»y wltmoi of nd 'f1'9 L 2 lnogv XILS 110/130 31dNVX3. X 24 in Plain Base Plate Connection Base Plate Thickness :.75 in Base Plate Fy : 36. ksi Bearing Surface Fp : 3.15 ksi Anchor Bolt Diameter : 1. in Anchor Bolt Material : Other Anchor Bolt Fu : 105. ksi Column Shape : W10X30 Design Code : AISC ASD 9th Coarse Solution Selected 0. Frame 4 Bearing Pressure Maximum Bearing .779 ksi Max/Allowable Ratio .185 UBC (12-13) (ABIF = 1.333) .779 (ksi) 0. Base Plate Stress Maximum Stress 5.289 ksi Max/Allowable Ratio .147 UBC (12-13) (ASIF = 1.333) 5.289 (ksi) .03 Anchor Bolts Rolt X (in) Z (in) Tens.(k) Vx (kl Vz (kl Ft (ksi) Fv (ksil Unitv 2.1 4' Combination 1 -5. -10. 1.563 0. -.136 46.188 23.794 .043 UBC 12-13 2 0. -10. 2.123 0. -.136 46.188 23.794 .059 UBC 12-13 3 5. -10. 1.563 0. -.136 46.188 23.794 .043 UBC 12-13 4 -5. 10. 2.092 0. .128 46.188 23.794 .058 UBC 12-13 5 0. 10. 2.837-1 0. .128 146.188 23.794 1 .078 UBC 12-13 6 1 5. 10. 2.092 1 0. 1 .128 146.188 123.794 1 .058 1 UBC 12-13 L.vaus P k Vx k Vz k Mx(k-ft) Mz(k-ft) Reverse DL 6.613 .023 -.136 No LL 4.507 .004 -.053 No EL 2.365 1.109 -9.849 Yes Company B.G. Structural Engineering Designer Job Number : 854.27 X Frame 4 24 in Geometry and Materials December 12, 2000 Checked By: Z 1.�' Bolt X in Z in 1 -5. -10. 2 0. -10. 3 _ 5. -10. a 4 -5. 10. 5 0. 10. 6 5. 10. Length 24. in Column Shape W10X30 Anchor Bolt Diameter 1. in Width 16. in Column eX 0. in Anchor Bolt Material Other Thickness .75 in Column eZ 0. in Anchor Bolt Fu 105. ksi Base Plate Fy 36. ksi Column to Edge Min (X) .5 in Anchor Bolt E 29000. ksi Base Plate E 29000. ksi Column to Edge Min (Z) .5 in AB Projected Length 6 in Bearing Fp 3.15'ksi WF Flanges welded AB to AB Min Spacing 3 in Bearing Fc' 4.5 ksi WF Web welded AB to Stiffner Min Spacing. 2.5 in Pedestal Length 0 in Plain Base Plate Connection AB to Column Min Spacing 2.5 in Pedestal Width 0 in Vx Shear Lug NOT present AB to Edge Min Spacing 1 -in Analyze Base Plate as Flexible Vz Shear Lug NOT present AB Row Min Spacing 3 in Fp Based on AISC J9 Criteria Coarse Solution Selected Priority is AB to Edge Spacing AISC ASD 9th UBC 12-13 Include Threads for AB Design 35.991 1 1.333 1 .053 1 AB Fv, Ft based on AISC Criteria Loads DL LL EL P k Vx k Vz k Mx(k-ft) Mz(k-ft) Reverse 6.613 .023 -.136 No 4.507 .004 -.053 No 2.365 1.109 -9.849 Yes Base Plate Stress and Bearinq Result Base Plate Stress (ksi) Bearing Pressure (ksi) Descrintion Load Sets Allowable ASIF U.C_ Allowable ARIF U_C_ UBC 12-12 1 DL+1 LL 27. 1. .012 3.15 1. .07 UBC 12-13 1 DL+1 LL+1 WL 35.991 1.333 .009 4.199 1.333 .053 UBC 12-13 1 DL+1 LL -1 WL 35.991 1.333 .009 4.199. 1.333 .053 UBC 12-13 1 DL+1 WL 35.991 1.333 .005 4.199 1.333 .032 UBC 12-13 1 DL -1 WL 35.991 1.333 .005 4.199 1.333 .032 UBC 12-13 1 DL+1 LL+.715EL 35.991 1 1.333 1 .053 1 4.199 1.333 1 .185 UBC 12-13 1 DL+1 LL-.715EL 35.991 1.333 .086 4.199 1.333 .135 UBC 12-13 1DL+.715EL 35.991 1.333 .11 4.199 1.333 .115 UBC 12-13 1 DL-.715EL 35.991 1.333 1 .147 4.199 1.333 .105 RISABase Version 1.02a [D:\1-DATA\CROSSENG\JOBS\BG\854-27\FramePL-4.rbs] Page 1 Company B.G. Structural Engineering December 12, 2000 Designer Job Number : 854.27 Frame 4 Checked By: Z Bearing Contours 221 .221 .221 6-1 (ksi) (ksi) (ksi) 0. 0. I 0. 1 DL+1 LL 1 DL+1 LL+1 WL 1 DL+1 LL -1 WL Allowable : 3.15 ksi Allowable :4.199 ksi Allowable : 4.199 ksi U.C.:.07 U.C.:.053 U.C.:.053 .134 134 .779 (ksi) (ksi) (ksi) 0. 0. go. 1 DL+1 WL 1 DL -1 WL 1 DL+1 LL+.715EL Allowable : 4.199 ksi Allowable :4.199 ksi Allowable : 4.199 ksi U.C.:.032 U.C.:.032 U.C.:.185 .565 .482 .439 (ksi) (ksi) (ksi) 0. 10. 10. 1 DL+1 LL-.715EL 1 DL+.715EL 1 DL-.715EL Allowable : 4.199 ksi Allowable : 4.199 ksi Allowable :4.199 ksi U.C.:.135 U.C.:.115 U.C.:.105 Base Plate Stress Contour .323 .323 .323 (ksi) (ksi) " (ksi) .009 .009 .009 1 DL+1 LL 1 DL+1 LL+1 WL 1 DL+1 LL -1 WL Allowable :27. ksi Allowable : 35.991 ksi Allowable : 35.991 ksi U.C.:.012 U.C.:.009 U.C.:.009 , RISABase Version 1.02a [D:\1-DATA\CROSSENG\JOBS\BG\854-27\FramePL-4.rbs] Page 2 Company B.G. Structural Engineering December 12, 2000 Designer Job Number : 854.27 Frame 4 Checked By: Z "� Base Plate Stress Contours (continued) 192 (ksi) .006 1 DL+1 WL Allowable : 35.991 ksi U.C.:.005 3.079 (ksi) .037 1 DL+1 LL-.715EL Allowable : 35.991 ksi U.C.:.086 Anchor Bolt Results 1 DL -1 WL Allowable : 35.991 ksi U.C.:.005 1 DL+.715EL Allowable : 35.991 ksi U.C.:.11 192 (ksi) .006 3.976 (ksi) .038 1 DL+1 LL+.715EL Allowable : 35.991 ksi U.C.:.053 1 DL-.715EL Allowable : 35.991 ksi U.C.:.147 1.905 (ksi) .024 5.289 (ksi) .03 DescriDtion Load Sets Bolt Tens.(k) Vx (k) Vz (k) Ft (ksi) Fv (ksi) Unitv UBC 12-12 1 DL+1 LL 1 .017 0. -.004 1 34.65 17.85 0. 2 .035 0. -.004 ' 34.65 17.85 .00T-- 3 .017 0. -.004 34.65 17.85 0. 4 .02 0. -.004 34.65 17.85 0. 5 .039 0. -.004 34.65 17.85 .001 6 1 .02 0. -.004 34.65 17.85 0. UBC 12-13 IDL+ILL+IWL 1 .017 0. -.004 46.188 23.794 0. 2 .035 0. -.004 46.188 23.794 0. 3 .017 0. -.004 46.188 23.794 0. 4 .02 1 0. -.004 46.188 23.794 0. 5 .039 0. -.004 46.188 23.794 .001 6 .02 0. -.004 46.188 23.794 0. UBC 12-13 1 DL+1 LL -1 WL 1 .017 0. -.004 46.188 23.794 0. 2 .035 0. -.004 46.188 23.794 0. 3 .017 0. 1 -.004 46.188 23.794 0. 4 .02 0. -.004 46.188 23.794 0. 5 .039 0. -.004 46.188 23.794 .001 6 .02 0. -.004 46.188 23.794 0. UBC 12-13 1 DL+1 WL 1 .005 0. i -.004 46.188 23.794 0. 2 .02 0. -.004 46.188 1 23.794 0. 3 .005 0. -.004 46.188 23.794 0. 4 .007 0. -.004 46.188 23.794 0. 5 .023 0. ' -.004 46.188 23.794 0. 6 .007 0. -.004 46.188 23.794 0. RISABase Version 1.02a [D:\1-DATA\CROSSENG\JOBS\BG\854-27\FramePL-4.rbs] Page 3 Company B.G. Structural Engineering December 12, 2000 Designer Job Number : 854.27 Frame 4 Checked By: Anchor Bolt Results (continued) Description Load Sets Bolt Tens.(k) Vx (k) Vz (k) Ft (ksi) Fv (ksi) Unitv UBC 12-13 1 DL -1 WL 1 .005 0. -.004 46.188 23.794 1 0. 2 .02 0. -.004 ! 46.188 23.7947--0- 3 .005 0. -.004 46.188 23.794 0. 4 .007 1 0. -.004 46.188 23.794 0. 5 .023 0. -.004 46.188 23.794 0. 6 1 .007 0. -.004 46.188 23.794 0. UBC 12-13 1 DL+1 LL+.715EL 1 .732 0. -.137 46.188 23.794 .02 2 .997 0. -.137 46.188 23.794 .027 3 .732 0. -.137 46.188 23.794 .02 4 .086 0. -.137 46.188 23.794 .007 5 .217 0. -.137 46.188 23.794 1 .007 6 .086 0. -.137 46.188 23.794 .007 UBC 12-13) 1 DL+1 LL-.715EL 1 1 .064 0. .128 46.188 23.794 .007 2 .211 0. .128 46.188 23.794 .007 3 .064 0. .128 46.188 23.794 .007 4 1.205 0. .128 46.188 23.794 .033 5 1.637 0. .128 46.188 23.794 .045 6 1.205 0. .128 46.188 23.794 .033 UBC 12-13) 1 DL+.715EL 1 1 1.563 0. -.136 46.188 23.794 .043 2 2.123 0. -.136 46.188. 23.794 .059 3 1.563 0. -.136 46.188 23.794 .043 4 .054 0. -.136 46.188 23.794 .007 5 .215 0. -.136 1 46.188 23.794 .007 6 .054 0. -.136 46.188 23.794 .007 UBC 12-13 1 DL-.715EL 1 1 .036 0. .128 46.188 23.794 .007 2 .194 0. .128 46.188 23.794 .007 3 .036 0. .128 46.188 1 23.794 .007 4 2.092 0. .128 46.188 23.794 .058 5 2.837 0. 1 .128 46.188 23.794 .078 6 2.092 0. 1 .128 46.188 23.794 .058 RISABase Version 1.02a [D:\1-DATA\CROSSENG\JOBS\BG\854-27\FramePL-4.rbs] Page 4 2 lei Re,: 510.300 Page 1 General Footing Analysis 8 Design Description Frame 4 General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements 11 Short Tenn Increase Base Pedestal Height Seismic Zone 500.0 psf 1.330 0.000 in 4 Overburden Weight 0.00 psf Live & Short Term Combined Dimensions... 3,000.0 psi Width along X -X Axis 4.500 ft Length along Y -Y Axis 4.500 ft - Footing Thickness 24.00 in Col Dim. Along X -X Axis 24.00 in Col Dim. Along Y -Y Axis 16.00 in fc 3,000.0 psi ACI 9-2 Fy 60,000.0 psi Min Steel % 0.0014 Concrete Weight 145.00 pd Rebar Center To Edge Distance 3.50 in Loads 848.0 1,467.3 psf Applied Vertical Load... 1.194 k -ft per ft Dead Load 6.613 k ...ecc along X -X Axis 0.000 in Live Load 4.507 k ...ecc along Y -Y Axis 0.000 in Short Term Load 2.365 k 4.814 in 0.00 psi Creates Rotation about Y -Y Axis Creates Rotation about X -X Axis Applied Moments... (pressures @ left & right) (pressures @ top & bot) Dead Load -0.136 k -ft k -ft Live Load -0.053 k -ft k -ft Short Term -9.849 k -ft k -ft X -X Min. Stability Ratio Creates Rotation about Y -Y Axis Creates Rotation about X -X Axis Applied Shears... (pressures @ left & right) (pressures @ top & bot) Dead Load 0.023 k k Live Load 0.004 k k Short Tenn 1.109 k k Footing Design OK 4.50ft x 4.50ft Footing, 24.Oin Thick, w/ Column Support 24.00 x 16.00in x O.Oin high ACI 9-2 ACI 9-3 DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 848.0 1,467.3 psf Max Mu 1.194 k -ft per ft Allowable 1,500.0 1,995.0 psf Required Steel Area 0.344 int per It "X' Ecc, of Resultant 0.095 in 4.814 in 0.00 psi 93.11 psi "Y' Ecc, of Resultant 0.000 in 0.000 in Shear Stresses.... Vu Vn • Phi Vu @ Top 1 -Way 0.000 93.113 psi X -X Min. Stability Ratio No Overturning 1.500:1 2 -Way 2.567 186.226 psi Y -Y Min. Stabilitv Ratio 5.608 Moments ACI 9-1 Shear Forces ACI 9-1 ACI 9-2 ACI 9-3 Vn' Phi Two -Way Shear 225 psi 2.57 psi 1.26 psi 186.23 psi One -Way Shears... Vu @ Left 0.00 psi 0.00 psi 0.00 psi 93.11 psi Vu @ Right 0.00 psi 0.00 psi 0.00 psi 93.11 psi Vu @ Top 0.00 psi 0.00 psi 0.00 psi 93.11 psi Vu @ Bottom 0.00 psi 0.00 psi 0.00 psi 93.11 psi Moments ACI 9-1 ACI 9-2 ACI 9-3 Ru / Phi As Rea'd Mu @ Left 0.66 k -ft 1.19k -ft 0.61 k -ft 3.2 psi 0.34 ln2 per ft Mu @ Right 0.64 k -ft 0.26 k -ft 0.11 k -ft 1.7 psi 0.34 int per ft Mu @ Top 1.05 k -ft 1.17k -ft 0.57 k -ft 3.1 psi 0.34 in2 per It Mu @ Bottom 1.05 k -ft 1.17k -ft 0.57 k -ft 3.1 psi 0.34 in2 per ft Rw. 510M General Footing Analysis & Design Page 2 1 Description Frame 4 Soil Pressure Summary Service Load Soil Pressures Left Right Top Bottom DL + LL 848.02 83025 839.14 839.14 psf DL + LL + ST 1,467.27 444.58 955.93 955.93 psf Factored Load Soil Pressures ACI Eq. 9-1 1,254.71 1,228.41 1,241.56 1,241.56 psf ACI Eq. 9-2 2,054.17 622.42 1,338.30 1,338.30 psf ACI Eq. 9-3 1,102.71 334.12 718.42 718.42 psf ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1.400 ACI 0-2 Group Factor 0.750 UBC 1921.2.7 "1.4" Factor 1.400 ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2.7 "0.9" Factor 0.900 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Tenn Factor 1.300 ....seismic = ST ' : 1.100 ZZ � Shear Wall Schedule Per 1997 UBC Shear walls to span from sill plate to double top plate. Shear walls to be continuous above and below all openings. Exterior walls to be: 7/8" thk. stucco w/ Portland cement plaster w/ 1.4# per sq. yd., 17ga. galy. wire lath and 16 ga. Staples (w/ 7/8" legs) at 6" o/c. E.N. & 12" o/c. F.N. * Plywood as finning 1 Walls: 4, 5, 10, 11 1/2" thick wall sheathing, exp. 1 w/ 8d nails at 6" o/c edges & 12" o/c field 5/8" dia. A.B. at 32" o/c. w/ 2"x2"x3/16" washers Shear transfer: Sill nailing —16d at 5" o/c Solid blocking — "Simpson" A35 at 24" o/c each block TR block— 4-16d each block 2 Walls: 1, 6, 20 1/2" thick wall sheathing, exp. 1 w/ 8d nails at 4" o/c edges & 12" o/c field 5/8" dia. A.B. at 24" o/c. w/ 2"x2"x3/16" washers Shear transfer: Sill nailing —16d at 3.5" o/c Solid blocking — "Simpson" A35' at 16" o/c each block TTI block— 4-16d each block 3 Walls: 17, 21 1/2" thick wall sheathing, exp. 1 w/ 8d nails at 3" o/c edges & 12" o/c field 5/8" dia. A.B. at 12" o/c. w/ 2"x2"x3/16" washers 3x studs & blocking at all adjoining panel edges Shear transfer: Sill nailing —16d at 3" o/c staggered Solid blocking — "Simpson" A35 at 12" o/c each block TH block— 6-16d each block 4 Walls: 7, 14, 18 1/2" thick wall sheathing, exp. 1 w/ 8d nails at 2" o/c edges & 12" o/c field 5/8" dia. A.B. at 16" o/c. w/ 2"x2"x3/16" washers 3x sill plate & top plate 3x studs & blocking at all panel edges Shear transfer: Sill nailing — 2rows 16d at 4" o/c staggered Solid blocking — "Simpson" A35 at 8" o/c each block TH block— 10-16d each block 2 22 5 Walls: 8, 9 1/2" thick wall sheathing, exp. 1 w/ 10d nails at 2" o/c edges & 12".o/c field 3/4" dia. A.B. at 16" o/c. w/ 2"x2"x3/16" washers 3x sill plate & top plate 3x studs & blocking at all panel edges Shear transfer: Sill nailing — 2rows 16d at 3" o/c staggered Solid blocking — "Simpson" A35 at 8" o/c each block TJI block— 12-16d each block 6 Walls: 2, 3, 15 1/2" thick wall sheathing, exp. 1 each side w/ 8d nails at 3" o/c edges & 12" o/c field 3/4" dia. A.B. at 16" o/c. w/ 2"x2"x3/16" washers 3x sill plate & top plate 3x studs & blocking at all panel edges Shear transfer: Sill nailing — 2rows 16d at 3" o/c staggered Solid blocking — "Simpson" A35 at 6" o/c each block TR block— 14-16d each block 7 Walls: 16, 19 1/2" thick wall sheathing, exp. 1 each side w/ l Od nails at 2" o/c edges & 12" o/c field 3/4" dia. A.B. at 12" o/c. w/ 2"x2"x3/16" washers 3x sill plate & top plate 3x studs & blocking at all panel edges Shear transfer: Sill nailing — 2rows 16d at 2" o/c staggered Solid blocking — "Simpson" A35 at 6" o/c each block TJI block— 16-16d each block